UNIVERSITY   OF  CALIFORNIA 

ARCH1TECTUR7VL    DEPARTMENT  LIBRARY  - 


GIFT  OF 
Mrs.   Lydia  Earth 


BRAYTON  STANDARDS 

A  Pocket  Companion  for 

The  Uniform  Design 

of 

Reinforced   Concrete 

by 

Louis  F.   Brayton 

Consulting  Engineer 


Minneapolis 
1906 


640 

^7  / 


Entered  according  to  Act  of  Congress, 
in  the  year  1906,  by  Louis  F.  Bray  ton, 

in  the  office  of  the 
Librarian  of  Congress,  at  Washington. 

ARCHITECT .    uwwp J 
Mt  d 


Price  $3.00. 


Preface 

Reinforced  concrete  has  ceased  to  be  an  ex- 
periment in  the  hands  of  the  specialist.  The 
strength  of  the  various  members  required  in  the 
composition  of  a  structure,  can  be  as  safely  calcu- 
lated in  reinforced  concrete  as  they  can  be  in  wood 
or  steel.  The  principal  difficulty  at  the  present  time 
lies  in  the  fact  that  the  specialists  doing  this  class 
of  work  are  largely  in  the  employ  of  companies 
who  are  exploiting  some  particular  feature  in  the 
line  of  reinforcement. 

Architects  and  engineers  have  grown  into  the 
habit  of  specifying  that  the  contractor  shall  furnish 
the  designs  for  the  reinforced  portions  of  the  work 
under  consideration.  General  contractors  in  turn 
have  been  obliged  to  go  to  subcontractors  who 
make  a  specialty  of  this  line  of  work  to  get  the  de- 
signs. The  result  has  been  that  no  two  competi- 
tors base  their  bids  upon  the  same  design.  The 
one  accepted  may  be  unnecessarily  expensive  be- 
cause of  the  patented  features  in  the  reinforcement 
used,  or  it  may  be  unsafe  because  of  the  insuffici- 
ency in  the  materials,  or  an  inefficiency  in  the 
design. 

Brayton  Standards  is  a  compilation  of  informa- 
tion acquired  from  actual  experience,  coupled  with 
the  necessary  theory.  The  methods  of  construc- 
tion shown  are  not  merely  theoretical,  but  have 
been  put  into  practice  and  found  highly  efficient 
and  economical.  No  patented  bars  are  used, although 
there  could  be  no  objection  to  them  if  placed  in 


equivalent  quantities,  and  in  the  forms  shown. 
Plain,  round  rods  are  the  cheapest  form  of  rein- 
forcement, as  they  may  be  bought  in  any  market 
and  are  not  subject  to  the  prices  quoted  upon  bars 
of  special  design.  They  will  accomplish  every  duty 
required  of  them  if  they  are  placed  in  the  proper 
form,  as  indicated  in  the  accompanying  details. 

Where  some  form  of  distorted  bar  is  consider- 
ed necessary  to  aid  the  adhesion  of  the  concrete, 
plain  twisted  square  bars  will  serve  every  purpose. 
These  may  be  obtained  from  many  sources  with- 
out extra  cost,  except  that  added  for  the  labor  of 
twisting. 

The  primary  object  in  placing  these  tables  and 
details  in  such  form  as  to  be  available  for  the  use 
of  all,  is  to  enable  arthitects  and  engineers  who 
have  not  made  a  specialty  of  this  class  of  work,  to 
show  the  complete  drawings  required  to  properly 
illustrate  a  structure  in  reinforced  concrete,  so 
that  all  contractors  bidding  upon  the  work  will  bid 
on  a  uniform  basis,  and  upon  a  design  which  is 
entirely  satisfactory  to  all  those  concerned. 

Brayton  Standards  are  conservative,  and  as 
accurate  as  is  consistent  with  this  class  of 
work.  It  is  hoped  that  the  use  of  them  will 
render  the  design  of  reinforced  concrete  as  easy  for 
architects,  engineers  and  builders  as  is  the  design 
of  a  steel  structure  at  the  present  time. 


TABLE  OF  CONTENTS 


Principles  of  Design  3-  5 

The  Theory  6-  9 

The  Location  of  the  Steel  10-11 

Distribution  of  Load  in  a  Rectangular  Panel  12-14 

Slab  Reinforcement  15-18 

Bending  Moment  in  Slabs  for  various  Types 

of  Reinforcement         -  19-21 

Bending  Moment  in  Slabs  for  Various  Loads 

and  Spans  22-25 

Properties  of  Slabs  26-28 

Moment  of  Resistance  of  Slabs  29-42 

Capacities  of  Slabs  43-45 

Properties,  Area  and  Tension  of  Wire  46-51 

Properties,  Area,   Tension    and    Weight  of 

Rods  52-61 

Beam  Reinforcement         -  62-66 

Bending  Moment  in  Beams  67-70 

Moment  of  Resistance  in  Beams  71-74 

Shear  Loops  for  Beams  75 

Columns  76-85 

Column  Binders         -        -        -                 -  86-87 


TABLE  OF  CONTENTS 


Footings  -        -        -      88-90 

Stairs  91-92 

Adhesion  of  Concrete  to  Rods        -  93-94 

Lumber  for  Forms  95-98 

Proportions  of  Material  in  Concrete  99-103 

Shop  Details       ------    102-110 


Dedication  to  the  Public. 

Several  patents  have  been  issued  to  me  for  Reinforced  Concrete 
Construction  involving  principles  utilized  in  the  Uniform  Design  set 
forth  in  this  book;  and  various  additional  applications  for  patents 
have  been  filed  by  me  relating  to  such  structures.  Wishing  to  ren- 
der available  to  the  public  this  design  for  Reinforced  Concrete  Con- 
struction, I  have  executed  an  instrument  dedicating  and  giving  to 
the  public  all  my  rights  under  the  said  patents  and  under  any  ad- 
ditional patents  which  may  be  granted  on  any  of  the  said  applica- 
tions. Hereinbelow  is  printed  a  copy  of  the  said  instrument  of  dedi- 
cation, identifying  the  said  patents  and  applications 

Dedication  to  the  Public. 

WHEREAS  certain  United  States  and  Canadian  patents  have 
hitherto  been  issued  to  me  relating  to  Reinforced  Concrete  Construc- 
tion; and  whereas  certain  applications  for  United  States  Letters  Pa- 
tents have  hitherto  been  filed  by  me  relating  to  such  construction; 
and  whereas  I  am  desirous  of  rendering  available  to  the  public  all  of 
the  said  devices; 

NOW,  THEREFORE  TO  ALL  WHOM  IT  MAY  CONCERN: 
Be  it  known,  I  hereby  dedicate  and  give  to  the  public  all  my  rights 
under  each  and  all  of  the  hereinbelow  identified  patents  and  all  rights 
which  may  be  invested  in  me  under  any  additional  patents  which 
may  he  granted  on  the  hereinbelow  applications,  or  any  thereof. 

The  said  patents  arid  applications  above  referred  to  are  identified 
as  follows: 

United  States  Patents  No.  786,622  issued  to  me  of  date  April,  4 
1905  and  No.  791,046  issued  to  me  of  date  June  6,  1905. 

Canadian  patents  No's  94,883;  94,884;  94,885  and  94.886,  all  issued 
to  me  of  date  August  29,  1905.  Canadian  patents  No.  92,906  issued 
to  me  of  date  May  22,  1905;  No.  92,669  issued  to  me  of  date  April  18, 
1905;  and  No.  94,875  issued  to  me  of  date  August  29,  1905. 

Applications  for  United  States  Letters  Patent  S,  N.  220,745,  filed 
by  me  August  15,  1904;  S.  N.  221,592,  filed  August  22,  1904;  S.  N. 
221,593,  filed  August  22,  1904;  S.  N.  222,056  filed  August  25,  1904; 
and  S.  N.  245,816  filed  February  16,  1905. 

Sigend  at  Minneapolis,  Minnesota,  this  25th  day  of  April,  1906. 

Louis  F.  BRAYTOX 
In  the  presence  of 

James  F.  Williamson, 
Frank  D.  Merchant 

Patent   Attorneys, 

925-933  Guaranty  Loan  Building, 

Minneapolis,  Minnesota. 
STATE  OF  MINNESOTA,  ss. 

COl'NTY  OF  HENNEPIN. 

On  this  25th  day  of  April,  1906,  before  me,  a  Notary  Public  in  and 
for  the  County  aforesaid,  personally  appeared  Louis  F.  Brayton,  to 
me  known  to  be  the  identical  person  who  executed  the  foregoing  in- 
strument, and  acknowledged  that  he  executed  the  same  as  his  own 
free  act  and  deed. 

Stephen  Mahoney,   Notary  Public, 
Hennepin  County,   Minnesota. 
SKAL.  My  Commission  expires  February  7,  1913. 


THE   UNIFORM   DESIGN 

OF 
REINFORCED   CONCRETE 


REINFORCED  CONCRETE. 
Principles  of  Design 


In  the  planning  of  a  structure  in  reinforced 
concrete,  as  well  as  in  other  materials,  there  are 
two  questions  of  utmost  importance:  The  question 
of  capacity  to  preform  the  duties  imposed  upon  the 
structure,  and  the  question  of  cost.  The  two  are 
so  closely  related  that  each  must  be  kept  continually 
in  mind  when  the  other  is  under  consideration. 

The  tables  contained  herein,  are  prepared  in 
such  a  way  as  to  be  simple  in  their  use,  but  it  is 
left  to  the  designer  to  use  them  to  the  best  advan- 
tage from  the  standpoint  of  economy. 

Particular  attention  is  called  to  the  use  of 
continuous  construction  in  slabs,  and  especially 
when  it  is  used  in  the  form  of  *  'two-way' '  rein- 
forcement, supported  upon  the  four  sides  of  the 
panel.  The  maximum  economy  is  here  attained. 
A  word  of  caution,  however,  may  prevent  an  error 
in  the  calculation  of  oblong  panels  of  the  '  'two- 
way''  type..  The  method  by  which  these  panels 
are  calculated  is  explained  on  page  12.  Another 
frequent  source  of  error  is  the  neglect  of  the  end 
span,  where  continuous  reinforcement  is  used. 
This  span  should  be  calculated  by  a  different  for- 
mula, as  noted  in  connection  with  the  illustrations 
on  page  21.  See  also  the  discussion  on  page  20. 

The  question  of  economy  of  a  structure  maybe 
largely  influenced  by  the  designer,  if  proper  atten- 
tion is  paid  to  the  forms  which  will  be  required  in 
construction.  For  instance, consider  that  a  nine-story 
warehouse  may  be  under  construction:  The  first, 
second  and  third  floors  may  have  a  capacity  of  500 
pounds  per  square  foot;  the  fourth  and  fifth  floors 


BRAYTON  STANDARDS 


a  capacity  of  300  pounds  per  square  foot,  and  the 
remaining  floors  200  pounds  per  square  foot,  except 
the  roof,  which  need  be  calculated  for  only  50 
pounds  liveload.  If  one  were  to  design  this  build- 
ing without  particular  reference  to  the  forms,  he 
might  assume  certain  sized  beams  for  the  first 
three  floors,  then,  as  the  capacity  reduces  in  the 
floors  above,  the  beams  might  be  correspondingly 
reduced  in  their  dimensions,  as  well  as  in  the  rods 
used  for  tension  purposes.  The  roof  might  have 
beams  of  a  very  small  size  compared  with  those 
used  in  the  floors. 

From  the  standpoint  of  economy,  the  sizes  of 
beams  should  be  maintained  the  same  throughout 
the  building,  if  at  all  possible,  for  the  reason  that  it 
will  be  far  more  economical  to  buy  enough  lumber 
for  only  about  one  third  the  floors,  manufacture 
the  beams  into  permanent  forms,  and  use  them 
three  times  during  the  construction  of  the  building, 
than  to  rebuild  the  forms  for  so  many  different 
sizes  of  beams.  With  this  arrangement,  as  the 
lower  floors  become  sufficiently  set  to  become  se  If 
supporting,  the  forms  maybe  removed  and  used  in 
the  upper  stories.  If  the  beams  in  the  upper 
stories  are  of  smaller  dimensions  than  they  are 
below,  the  labor  of  remodeling  forms  will  cost  far 
more  than  the  extra  concrete  would  if  the  beams 
were  made  of  the  same  dimensions  as  used  under 
the  heavier  capacities.  Even  the  roof  with  its  ex- 
tremely light  load  may  be  more  economical  if  the 
large  sized  beams  are  used. 

If  for  any  reason  it  is  necessary  to  change  the 
sizes  of  the  beams,  then  the  dimensions  should 
be  arranged  in  such  a  way  that  the  forms 
can  be  conveniently  changed  without  ripping  the 
lumber.  This  might  be  attained  by  making  an 
even  four-inch  change  in  depth,  so  that  if  the 


BRAYTON  STANDARDS 


forms  were  built  using  a  2x4  in    the  side,  it   could 
be  removed  to  give  the  shallower  depth  beam. 

The  same  principal  occurs  in  the  construction 
of  columns.  It  is  economy  to  use  the  same  sized 
columns  from  the  basement  to  roof,  or  at  least, 
not  change  the  size  of  columns  more  than  once, 
throughout  the  height  of  the  column  stack.  If 
the  column  is  changed  in  size  one  or  two  inches 
at  every  story,  it  will  mean  not  only  remodeling 
all  column  forms,  but  the  splicing  out  of  beam 
forms  in  order  to  make  them  properly  fit  the  new 
dimensions. 


BRAYTON   STANDARDS 


The  Theory 

For  those  who  wish  to  know  the  basis  upon 
which  these  tables  are  calculated,  and  for  use 
under  conditions  which  may  arise  outside  of  those 
covered,  the  accompanying  diagram  and  explana- 
tion are  given. 

Where  such  points  as  the  neutral  axis,  center 
of  compression,  etc.,  are  assumed,  suffice  it  to  say 
that  the  assumptions  have  been  based  upon  tests 
from  numerous  sources,  and  that  although  the 
theory  may  be  impirical  in  some  ways,  it  certainly 
is  not  in  error  more  than  two  or  three  per  cent. 
In  consideration  of  the  materials  used  and  the  high 
factors  of  safety  required,  closer  calculation  than 
this  would  amounts  to  hair  splitting. 

Points  in  the  following  discussion  are  graphical- 
ly shown  on  page  7. 

It  is  assumed  the  compression  area  is  a  tri- 
angle with  its  center  of  gravity  at  two-thirds  of  the 
height.  The  neutral  axis  is  located  at  a  depth  of 
0.45  of  the  distance  from  the  extreme  compression 
fibre  to  the  center  of  tension.  Thus  the  effective 
depth  which  is  the  distance  between  the  centers  of 
tension  and  compression,  is  equal  to  0.85  of  the 
distance  of  the  center  of  tension  from  the  extreme 
compression  fibre.  The  moment  of  resistance  is 
equal  to  the  effective  depth  multiplied  by  the  ten- 
sion. The  exact  location  of  the  'neutral  axis  is 
not  of  great  importance  for  it  can  be  seen  that  if 
it  were  lowered,  increasing  the  compression  tri- 
angle, the  effective  depth  would  also  be  decreas- 
ed and  the  moment  of  resistance  consequently  in- 
fluenced in  a  lesser  degree. 

Considering  a  beam  12  inches  wide  and  1  inch 
deep  from  the  extreme  compression  fibre  to  the 


BRAYTON  STANDARDS 


centre  of  gravity  of  the  steel,  the  compression  area 
is  found  to  be  2.7  square  inches,  with  a  total  pres- 
sure of  1350  pounds.  The  effective  depth  is  0.85 
of  the  total  depth,  and  the  tension  required  in 
steel  is  1350  pounds,  all  as  shown  by  the  diagram. 
The  moment  of  resistance  in  foot  pounds  is 
equal  to  the  stress  in  the  steel  multiplied  by  the 
effective  depth  in  feet,  giving  a  result  of  95.62  foot 
pounds. 


CALCULATION   DIAGRAM  F-O*  5LAE>5 

EXTREME.  FiBR^L  5o°  » 

- 

CC.HTE.tt.  of             N*                  E: 

1 

.       t 

h 

ZI  ,,J 

0. 

nj 
P 

(0 

0 

|o.SSTt>HE.UTR./kUA>t.lSJ  o.^fS 

-  -«t 

o. 
II 

a 

0 

L 

^-            ^ 

This  diagram  is  designed  with  the  idea  that 
the  extreme  fibre  will  attain  its  full  safe  capacity 
of  500  pounds  per  square  inch, which  is  a  fact- 
or of  safety  of  at  least  four  on  the  concrete 
when  the  steel  is  stressed  to  one  half  its  elastic 
limit,  giving  the  regulation  factor  of  safety  of  two 
required  for  steel  in  combination  with  concrete. 


BRAYTON  STANDARDS 


If  the  bending  moment  is  such  as  not  to  re- 
quire the  full  development  of  the  concrete  in  com- 
pression the  conditions  will  change  only  in  the 
amount  of  tension  supplied,  and  the  pressure  on 
the  concrete  or  the  location  of  the  neutral  axis 
need  not  be  considered.  If  only  56.6  foot  pounds 
of  resistance  were  required,  then  only  800  pounds 
tension  would  be  needed  in  the  steel  and  the  area 
would  be  reduced  by  one-half. 

For  the  properties  of  any  beam  developing  the 
full  capacity  of  the  concrete,  the  process  of  calcu- 
lation is  merely  by  comparison  with  the  beam  1  inch 
deep  as  already  explained.  Thus,  where  the  depth 
means  the  distance  from  the  extreme  compression 
fibre  to  the  center  of  tension  in  inches,  the  total 
capacity  in  pounds  of  the  compression  flange  of  a 
rectangular  beam  is  1350  times  the  depth.  The 
tension  being  always  equal  to  the  compression  in  a 
beam,  the  maximum  tension  in  pounds  which 
a  beam  can  take  is  also  equal  to  1350  times  the  depth 
in  inches.  Steel  supplying  tension  in  addition  to 
this  amount  would  be  wasted. 

Since  the  tension  in  a  beam  and  the  effect- 
ive depth,  or  the  moment  arm,  are  each  directly 
proportional  to  the  depth,  the  moment  of  resistance, 
which  is  the  product  of  the  two,  is  proportional  to 
the  square  of  the  depth.  Hence,  by  comparison 
with  the  beam  one  inch  in  depth,  the  moment 
of  resistance  of  any  beam  in  foot  pounds  is  equal  to 
95.62  times  the  square  of  the  depth  in  inches. 

Example:  (1).  What  is  the  moment  of  resist- 
ance of  a  reinforced  concrete  beam  12  inches  wide 
by  20  inches  deep.  (2).  What  is  the  area  of  steel 
required,  the  steel  having  an  elastic  limit  of  32,000 
pounds  per  square  inch.  (3).  What  area  of  steel 
would  be  required  to  give  a  moment  of  resistance 
of  34,000  foot  pounds. 


BRAYTON  STANDARDS  9 

Answer. 

(1)  Moment  of  resistance=95.62X202  =38248  foot  pounds 


(2)  Area  of  Steel  =-=1.69  square  inches. 

16000 

(3)  Area  of  Steel=        34000X12  g 

0.85X20X16000 


10  BRAYTON  STANDARDS 

The  Location  of  the  Steel. 


A  reinforced  concrete  beam  or  floor  slab  is 
nothing  less  than  a  truss,  and  it  may  be  treated  in 
exactly  the  same  manner.  A  truss  may  have  its 
tension  web  members  on  the  vertical  or  diagonal. 
It  is  equally  good  either  way,  but  the  efficiency  of 
these  members  is  absolutely  limited  by  the  strength 
of  their  connections  at  either  the  bottom  or  the 
top  chord. 

The  same  thing  is  true  of  the  reinforced  con- 
crete truss.  It  should  be  laid  out  with  an  effect- 
ive depth  of  0.85  of  the  total  depth,  and  calcu- 
lated in  the  same  manner  as  a  truss  of  any  ordi- 
nary type.  The  concrete  will  fulfill  the  require- 
ments of  compression  in  the  top  chord  and  web, 
and  steel  should  be  placed  to  take  the  tension  in 
the  lower  chord  and  web.  Steel  web  members, 
as  in  the  ordinary  truss,  should  be  proportioned  to 
the  stresses  in  them  and  they  should  be  provided 
with  a  method  of  connection  to  each  chord  of  suf- 
ficient strength  to  develop  these  stresses. 

Abeam  or  girder  is  usually  used  in  connec- 
tion with  the  floor  slab,  and  the  two  are  so 
thoroughly  bonded  together  that  they  act  as  one 
in  the  form  of  a  tee-section.  The  slab,  like  the 
compression  flange  of  an  I-beam,  assists  in  pro- 
viding the  compression  strains  in  the  beam.  There 
is  a  source  for  argument  as  to  how  far  out  into 
the  slab  it  may  be  considered  that  the  tee-section 
extends,  the  slab  acting  with  and  as  a  part  of  the 
compression  area  of  the  beam;  but  it  is  perfectly 
logical  to  assume  that  this  slab  does  take  some  of 
the  compression  of  the  beam,  the  same  as  the 
flange  plates  in  a  plate  girder  are  made  to  resist 
the  compression  stresses  by  means  of  their  con- 


BRAYTON  STANDARDS  11 

nection  through  the  flange  angles  and  rivets  to  the 
web. 

In  ordinary  construction,  where  the  floor 
slab  runs  as  thick  as  5  or  6  inches  and  the  ten- 
sion stresses  of  the  beam  are  not  exceptionally 
large,  there  is  not  much  question  but  that  the 
slab  will  supply  all  of  the  compression  required, 
without  assuming  its  width  to  be  more  than  three 
or  four  feet. 

In  thin  slabs,  however,  or  where  the  beam  is 
of  such  a  high  capacity  as  to  require  a  great 
amount  of  steel  in  the  tension  flange,  the  slab  may 
be  called  upon  to  supply  an  excessive  amount  of 
compression.  In  this  case  the  test  of  how  wide  a 
portion  of  the  slab  may  be  considered  as  acting  in 
compression  with  the  beam,  should  be  the  shear- 
ing value  of  the  slab  both  vertically  and  horizon- 
tally where  it  connects  with  the  beam.  The  prin- 
cipal is  the  same  as  the  calculation  of  rivet  spacing  in 
the  flange  of  a  plate  girder.  If  the  arrangement  of 
steel  is  provided  as  shown  in  the  standards,  the 
shear  along  the  plane  of  the  lower  side  of  the  slab 
is  amply  provided  for  within  the  steel  members  as 
they  pass  from  the  lower  flange  of  the  beam,  up 
into  the  slab  and  over  the  point  of  support. 

In  cases  where  the  slab  is  so  thin  as  not  to  be 
considered  of  value  in  providing  compression,  steel 
reinforcement  in  the  form  of  rods  imbedded  in  the 
compression  chord  of  the  beam  should  be  provided 
in  sufficient  quantity  to  give  it  the  required  strength 
and  reduce  the  fibre  strain  in  the  concrete  to  a 
maximum  of  500  pounds  to  the  square  inch.  In 
placing  these  rods  in  the  compression  chord  of  the 
beam,  care  should  be  taken  that  they  are  so  located 
as  to  be  thoroughly  bonded  to  the  rest  of  the  beam 
by  means  of  their  intermingling  with  the  shear 
loops. 


12  BRAYTON  STANDARDS 

Distribution  of  Load  in  a  Rectangular 
Panel. 


From  the  standpoint  of  economy  it  is  advis- 
able always  to  reinforce  a  concrete  slab  in  two 
directions.  By  this  arrangement  of  the  steel, 
whether  it  is  simple  or  continuous,  the  load  is 
carried  in  two  directions  and  is  supported  on  the 
four  sides  of  the  panel  by  means  of  the  surround- 
ing beams  or  walls. 

In  order  to  calculate  the  proportion  of  the 
load,  both  the  live  and  the  dead,  which  is  carried 
in  each  of  the  two  directions,  it  is  necessary  to 
calculate  the  strains  caused  in  the  oblong  panel 
under  the  deflection  obtained.  It  will  be  readily 
seen  that  under  a  given  deflection  a  much  greater 
strain  will  be  caused  in  the  direction  of  the  short 
span  than  in  the  direction  of  the  long  span,  for  the 
distortion  is  proportionally  greater. 

It  is  unnecessary  to  explain  the  details  of  the 
calculations  to  arrive  at  the  accompanying  table 
given  on  page  14.  The  results  are  in  the  most 
convenient  form. 

The  first  column  of  the  table  gives  the  ratio 
of  the  length  to  the  breadth,  the  second  column 
in  the  table  gives  the  proportion  of  the  load  per 
square  foot  which  is  carried  by  the  short  span,  and 
the  third  column  gives  the  proportion  of  the  load 
which  is  carried  by  the  long  span. 

It,  will  be  seen  that  in  a  panel  perfectly  square, 
where  the  length  is  equal  to  the  breadth,  the  ratio 
is  one,  and  that  an  equal  amount  of  the  load  is 
carried  in  each  direction.  In  this  case  the  designer 
would  assume  the  dead  and  live  load  per  square 
foot,  divide  this  by  two,  and  calculate  the  thick, 
ness  of  slab,  and  the  amount  of  reinforcement  re- 


BRAYTON   STANDARDS  13 

quired  to  carry  this  load  on  the  span  given.  The 
total  reinforcement  required  for  the  slab  would  be 
equal  to  double  the  amount  required  by  this  calcu- 
lation, as  it  would  be  used  in  both  directions. 

In  case  the  ratio  of  the  length  to  the  breath 
should  be  1.2,  the  table  shows  that  0.675  of  the 
load  is  carried  on  the  short  span  and  0.325  of  it  is 
carried  on  the  long  span.  The  method  of  calcu- 
lation in  this  case  would  be  to  consider  0.675  of 
the  total  load  per  spuare  foot  as  being  carried  on 
the  short  span,  and  the  thickness  of  slab  and  rein- 
forcement would  be  determined  by  these  assump- 
tions. The  thickness  of  the  slab  being  thus  de- 
termined, it  remains  only  to  calculate  the  reinforce- 
ment required  in  the  long  direction  of  the  panel. 
This  is  done  by  placing  sufficient  steel  in  the  slab 
already  calculated  to  give  a  moment  of  resistance 
equal  to  the  bending  moment  caused  by  0.325  of 
the  total  load  being  carried  on  the  long  span. 

Particular  attention  is  called  to  the  fact  that 
in  all  formulae  given  in  connection  with  the  dia- 
grams, W  represents  that  portion  of  the  total  dead 
and  live  loads  per  square  foot,  which  is  carried  in 
the  direction  of  the  span  under  consideration. 

It  will  be  readily  seen  that  a  panel  very  oblong 
is  not  an  economical  proposition,  and  the  designer 
should  make  every  effort  to  keep  the  rectangles  as 
near  square  as  possible. 


14 


BRAYTON  STANDARDS 


Distribution  of  Load  in  a  Rectangular   Panel. 


L.E.NQTH 

T^ELOT^O-G-TI  0  M 

or*  TOTAL.  L.OAD 
PE.R  ^>o  u  AT^E:  -  TOOT 

WHICH  JS  CARRIED 
5V  rHt^HO^TOPA,N 

"Peo  F"O  JE.  T  1  0  M 

SF  TOTAL.  L.OAD 
P"OQ.UA,RE.  FOOT 
WHICH  1'CAEEIE.D 

••"•»•  LDHC,^PAH 

DP.HADTH 

1.0 

0.5"oo 

0.5oo 

t.l 

0.595 

O.^oS 

1.2. 

0.475 

0.32S 

1.3 

0.14o 

O.E4o 

1.4 

0.19o 

0.210 

1.5 

O.63S 

O.IC5 

1.6 

0.  665 

0.135 

l.T 

0.695 

O.  loS 

u 

0.915 

0.065 

{.9 

0.93o 

O.Olo 

1.0 

0.94o 

O.od>O 

BRAYTON   STANDARDS  15 

Slab  Reinforcement. 


These  standards  illustrate  the  different  methods 
of  placing  round  rod  reinforcement  within 
slabs  as  required  to  fulfil  the  various  conditions. 
In  cases  where  slabs  bear  upon  walls,  it  may  be 
impossible  to  get  continuous  construction,  and  the 
simple  span,  "one  way"  reinforcement  may  be  the 
one  type  available. 

The  designer  should  always,  if  possible,  man- 
age to  insert  beams  so  as  to  divide  up  the  slab  into 
rectangular  panels  as  near  square  as  possible,  and 
to  place  the  steel  in  two  directions.  This  "two- 
way"  reinforcement  has  an  economy  in  it,  whether 
it  be  of  the  simple  or  continuous  type,  for,  because 
of  the  panel  effect,  it  is  permissible  to  calculate 
the  bending  moment  more  economically. 

In  slabs,  reinforcement  should  be  placed  so  as 
to  provide  for  the  shear.  This  is  especially  true 
where  long  spans  are  used.  Shear  is  amply  pro- 
vided for  when  the  rods  are  placed  as  shown  in  the 
accompanying  details. 

Attention  is  called  to  the  method  of  placing 
similar  rods  in  continuous  construction,  so  as 
to  provide  a  truss  form,  within  the  concrete,  the 
truss  being  accomplished  by  means  of  the  alternate 
arrangement  of  the  rods. 


16 


BRAYTON   STANDARDS 


1 

i 

L 

1 

i 

4 

1     -  - 

L  i1 

T.      —  " 

1 

—  _  _ 

3    si 

i 

1 

T" 

9 

£ 

! 

ii 

u 

1 

ft 

^ 

i 

•^ 

l»-                ' 

.;' 

^ 

i 

i° 

f         1 

0 

! 

Ci 

1 

1 

i. 

J 

1 

T             2 

<r 

| 

1 

l 

* 

j 

0 

j 

H             C 

0 
-> 

] 

2 

J 

"'""a 

id           ^. 

fit 

/ 

V          - 

l 

E 

ro 

Z  i. 

*< 

B 

DD 

-N 

i 

kJ 

< 

1 

v 

1 

i 

a 

1 

1 

£ 

ii          ' 

I 

a     i 

1 

! 

s:  ' 

'j 

— 

I 

-i 

— 

— 

— 

i  

fen  ^ 

o        [ 

1 

~ 

~ 

- 

: 

I 

i 

z: 

a 

3 

n 

tNT  CALCULATE. 
L* 

I 

u 

^_ 

I 

/ 

[ 

s 

Z     ?     , 

0»j    H 

o 
z 

i 

o 

2 
T 

Ol 

i 

PS 

s 

7 

\ 

5     § 

J           H 

a      j 

H     o    i 
i     ^1 
1     >    15- 
•     h    r 

u 

a 

S 

Tt  T5t  TMO 
TMt  5tND 

^*1    Z 

i 

BRAYTON  STANDARDS 


17 


Z 

u 
I 

u 

U 
01 

E 

r 
u 
pi 

§ 

5 
u 

z 
o 


o 

D 


H 
Z 
O 

u 


.__ 

" 

:: 

" 

" 

" 

: 

„ 

" 

... 

V 

z 
-^' 

2 

z 

0j 

C 

to 

55 

?' 

DS 

7" 

Z! 

:| 

i 

(^  ' 

t 

z 

z 
J 

i 
i 

C 



_  . 

1  1 

J 

_ 

_ 

._ 

_ 

_  .  . 

-J 

a 


18 


BRAYTON  STANDARDS 


1 

3 

1 

: 

, 
' 

: 

! 

1 

Ij. 

7 

f5 

-] 

_ 

" 

T^ 

i 

_  u 

- 

I 

' 

j 

1 

1 

£ 

J 

! 

0 

1 

i 

1 

1 

c 

1 

C 

\      L 

i 

1   i 

|Z  .  . 

-  L 

•   -1  - 

- 

- 

- 

T 

-- 

-- 

- 

- 

u  - 

1 

;  J_ 

- 

- 

- 

- 

-    1 

- 

~ft~  •, 

• 

J 

k 

Z 

o 

h 

\J 

U 

0 

a 

CHON 

I 

1 

3 

1 

< 

C 

>. 

g 

< 

1 

T 

£ 

J 

i 

p 

:-, 

s 

i 

: 

h 

I 

LJ 

i    _ 

'.  U 

- 

^ 

- 

3 

S 

- 

1. 

- 

- 

• 

.  . 

I.  1 

r  _ 

- 

... 

- 

r 

- 

- 

- 

i- 

- 

- 

—   . 

C 

- 

< 

1 

i 

a 

in 

T 

! 

1*0 

D 

Z     " 

1 

i 

h 

|  r 

i 

10   I 

H 

'1  1 

- 

- 

- 

- 

T    C 

- 

- 

1 

~ 

0  - 

; 

i. 

L   ' 

[ 

r-  -I 

i 

NOTL 
C 

- 

lot 

M 

H 

.a 
fc 

c  / 
w 

lit 

3 

MM 

D' 

2I.C 

T 

)L 

Or< 

« 

Ltc 

Ll 

nt 

Tt 

Cl 

H\'  £ 

N't) 

D 

M   PC 

r«.  D-stc-noN  o'T.t  Et.NToBcrKtMi  K,H^ 

AUULMTD-    5tr. 

BRAYTON  STANDARDS  19 

Bending  Moment  in  Slabs  for  Various 
Types  of  Reinforcement. 

On  page  21  are  illustrated  two  general  styles  of 
reinforcement,  the  simple  and  the  continuous.  The 
simple  span  under  some  conditions  may  be  combined 
with  the  continuous  construction,  as  shown  between 
the  other  two  types.  Either  the  simple  span,  or  the 
continuous  span,  or  the  combination  single  and 
continuous  span  may  be  used  in  two  directions  i  n 
the  same  panel.  Thus,  in  all,  there  will  be  six  types 
of  reinforcement,  and  under  every  type  a  different 
formula  is  used  for  the  calculation  of  the  bending 
moment. 

For  the  simple  span  one-way  type  of  reinforce- 
ment, M  is  equal  to  /^  WL2  where  M  equals  the 
bending  moment  in  foot  pounds,  W  equals  the  dead 
plus  the  live  loads  per  square  foot,  and  L  equals  the 
span  in  feet. 

When  this  type  of  reinforcement  is  used  in  two 
directions  the  strength  of  the  slab  is  very  materially 
increased  because  of  its  being  supported  on  the  four 
sides,  and  it  will  be  more  than  twice  as  strong,  as  if 
it  were  supported  on  two  sides.  Under  these  con- 
ditions the  bending  moment  is  considered  equal  to 
1-10  WL*  in  each  direction,  W  being  considered 
that  portion  of  the  total  dead  and  live  loads  per 
square  foot  (see  the  table  on  page  14)  carried  on 
the  span  under  consideration. 

For  the  combination  of  the  simple  and  the  con- 
tinuous type  one-way  reinforcement,  M  is  equal  to 
1-9  WL2,  and  for  this  same  reinforcement  of  the 
two-way  type  M  may  be  considered  equal  to  1-11 
WL2  in  each  direction,  W  and  L  having  the  values 
as  stated  above. 

For  the  continuous  one-way  type  of  reinforce- 


20  BRAYTON  STANDARDS 

ment,  M  is  to  be  calculated  as  equal  to  1-10  WL2, 
and  where  the  two-way  type  continuous  reinforce- 
ment is  used  M  may  be  considered  to  be  equal  to 
1-12  WL2  in  each  direction,  W  and  L  being  subject 
to  the  conditions  stated  above. 

All  tables  here  given,  which  involve  the  ques- 
tion of  bending  moment,  are  calculated  for  the 
simple  span  of  the  one-way  type  of  reinforcement, 
where  the  bending  moment  M=/^  WL2.  In  order 
to  use  these  tables  with  other  types  of  reinforcement 
the  totol  dead  and  live  load  per  square  foot  should 
be  reduced  to  an  equivalent  load  per  square  foot, 
by  multiplying  the  load  under  consideration  by  a 
coefficient  corresponding  to  the  type  of  reinforce- 
ment adopted.  The  results  given,  by  using  this 
equivalent  load  in  the  tables,  will  be  correct  for  the 
corresponding  type  of  reinforcement. 

The  coefficients  for  the  various  types  are  as 
follows  : 

Coefficient  for    imple  one-way  type 


:ombination  simple  and  continuous  one-way  type 


continuous  one-way  type 

simple  two-way  type     ...... 

combination  simple  and  continuous  two-way  type 
continuous  two-way  type 


1.000 

O.SS8 

o.soo 

0.800 
0.727 
0.666 


In  continuous  construction  the  designer  will 
save  himself  trouble  and  make  the  construction  more 
uniform,  if  he  will  make  the  end  spans  equal  to 
0.95  of  the  interior  spans.  It  will  be  found  by 
simple  calculation  that  if  the  exterior  span  is  0.95 
in  length  of  the  interior  span,  the  formula  for  the 
bending  moment  equal  to  1-9  WL2  for  end  spans, 
will  give  practically  the  same  bending  moment,  as 
will  the  formulaM^l-lOWL^for  the  interior  spans, 
and  the  construction  may  remain  uniform  in  thick- 
ness, and  in  size  and  spacing  of  rods.  The  same 
conditions  hold  true  for  the  continuous  types. 


BRAYTOX STANDARDS 


21 


22 BRAYTON  STANDARDS 

Bending  Moment  in  Slobs  for  Various 
Loads  and  Spans. 


For  slabs  of  various  spans  under  total  uniform 
live  and  dead  loads  per  square  foot,  ranging  from 
five-foot  to  twenty-four-foot  spans,  and  from  75 
pounds  to  1000  pounds  load  per  square  foot,  the 
bending  moment  in  foot  pounds  is  given  in  tables 
on  pages  23,  24  and  25.  These  tables  are  used  in 
connection  with  the  tables  given  on  pages  31  to 
42. 

Example:  What  is  the  bending  moment  in 
foot  pounds  for  a  simple  span  of  12  feet  of  the  one- 
way type  of  reinforcement  under  a  load  of  250 
pounds  per  square  foot?  Answer,  4500  foot 
pounds. 

Example:  If  the  span  is  simple,  uniformly 
loaded,  of  the  two-way  type  of  reinforcement,  the 
panel  being  square,  what  bending  moment,  in 
each  direction,  will  be  attained  for  a  panel  14'xl4', 
under  a  total  load  of  500  pounds  per  square  foot 
(see  page  20  and  page  14)? 

Answer:  0.5x0.8x500-200  pounds  per  square  foot, 
the  amount  to  be  used  in  the  table.  The  bending 
moment  would  be  4900  foot  pounds  per  foot  of  width 
in  each  direction  in  the  slab. 

The  bending  moment  in  slabs  of  the  contin- 
uous one-way  type  of  reinforcement,  and  of  the 
continuous  two-way  type  of  reinforcement  may  be 
found  in  the  same  way  by  reducing  the  total  ac- 
cording to  the  coefficients  called  for  upon  page  20. 


BRAYTON  STANDARDS 


23 


Bending     Moments    in    Slabs    Per    Foot    of 
Width. 


BENDING  MOKELNT  m  FOOT  POUNDS  IN 

3LA&5    FOE.  VAT2-1OU3  5PANS$l£>AD3  *«.  5QTT 

M.iwi.2-         L.OAD  "Ele  DOLJAT^E-FOOT 
L-IVE-  -»•  D  e/vo 

75*       loo* 

\^ 

150* 

ITS' 

^00* 

1 

4 

z 

A 

4 
J 

o 

w 

0 

X 
< 

(0 

3 

6 

235       3lo 

3  So 

4TO 

5SO 

<^2S 

34o 

45o 

54o 

GTS 

IBS 

900 

7' 

4<bo 

£15 

rro 

3&0 

iofs 

1  1  30 

6 

Goo 

Qoo 

/ooo 

IZoo 

I4oo 

|6oo 

9 

7&o 

lo  lo 

I-2GO 

ISZo 

JT-ro 

2.020 

lo 

94o 

12.50 

15<^5 

ie-rs 

zJ^o 

XSoo 

if 

»  130 

15  lo 

leao 

2.2.teO 

2.<i4-o 

3ooc 

\i 

I  5  So 

I8oo 

2Z50 

Zloo 

3.J  So 

3^oo 

13 

l<oOO 

Zi  oo 

ZfeSo 

3i5o 

3loo 

4Z5o 

14 
]? 

16So 

245o 

3»oo 

34>So 

43oo 

49oo 

^l  oo 

28oo 

3Soo 

4-T.eo 

49oo 

5£>oo 

16 

24oo 

3Zoo 

4|oo 

4Goo 

5boo 

M-oo 

11' 
la 
19 

21oo 

36»oo 

4Soo 

S4oo 

G3oo 

72.00 

3loe» 

-4-ioo 

Sioo 

<0  i  00 

1  loo 

eioo 

34oo 

4-Soo 

Sfcoo 

6600 

79  oo 

9ooo 

^o 

3TSo 

5ooo 

62.£o 

TSoo 

31SO 

toooo 

z\ 

4  loo 

55oo 

69  oo 

83oo 

^feoo 

1  looo 

li 

4Soo 

<900O 

T&oo 

9ooo 

lOSoo 

IZOoo 

22> 

5ooo 

GGoo 

63oo 

ioooo 

I  !6oo 

I32.oo 

24 

54oo 

7zoo 

Sooo 

lo&oo 

1-Z.Soo 

I43oo 

24 


BRAYTON   STANDARDS 


lending    Moments    in    Slabs    Per    Foot    o 
Width. 

BENDiNC-j  MOMELNT    IN  "FOOT  POUNDS  IN 

w.4«*    'LOADL"£  +  D**O  rooT> 

II     250- 

3oo* 

35o* 

4oo^ 

4-5o* 

Soo" 

iU 

1 

* 

J 

L 

0 

Z 

DL 

0 

5 

7*o 

34o 

1  \oo 

IZSo 

t4oo 

IS6o 

G 

1  ISO 

I35o 

l*5oj 

i8oo 

2-0  50 

ZZ5o 

7 

I55o 

lS5o 

Z.I56 

Z45o 

2150 

30SO 

8 

2  ooo 

Z4oo 

zeoo 

3Zoo 

36oo 

4ooo 

9 

Z5SO 

3ooo 

3550 

4oSo 

46  oo 

5^100 

to 

315o 

375o 

44oo 

5ooo 

5650 

67-So 

iV 

30oo 

4550 

53oe 

4to« 

6800 

•T6oo 

li 

4500 

54oo 

C3oo 

77LOO 

dlOo 

Sooo 

13 

53oo 

64  oo 

74oo 

85oo 

3Soo 

10600 

14 

(o!  oo 

*?4*o  o 

,36,00 

^800 

11  1  00 

1  2.3  oo 

15 

71  oo 

SSoo 

S3oo 

U3oo 

iZloo 

1  A  (  oo 

16 

8000 

96oo 

UXoo 

izeoo 

I44oo 

\Qy  OOO 

11' 

9ooo 

10600 

It-Joo 

14s  o^ 

I63oo 

JSooo 

16 

lo  1  oo 

1X2.00 

14Zoo 

i6z.oo 

J87.00 

2o3oo 

IS 

USoo 

13600 

I58oo 

)8ooo 

Zo4oo 

2x6oo 

2o 

IZ500 

J5Ooo 

I75oo 

Zoooo 

ZZSoo 

25ooo 

21* 

13doo 

!G5oo 

\93oo 

ZZooo 

247oo 

27Soo 

2Z 

152.00 

!8Zoo 

Zl-zoo 

Z4ioo 

Z73oo 

30ZOO 

23 

(6Soo 

(^800 

Z3Zoo 

ZGSoo 

29100 

33ooo 

24 

I8ooo 

Zltoo 

Z5Zoo 

zeeoo 

3Z4oo 

36  ooo 

BRAYTON  STANDARDS 


25 


Bending    Moments    in    Slabs     Pep    Foot    of 
Width. 


MCMILNT  IN  T~OGT  POUHD5   IN 


LOAD  PE*  5GUAT2.T-  TOOT 


nzo 


1675 


3125 


c 


ZSoo 


2.100 


3!50 


34 


45oo 


1 


SS-oo 


++00 


TZoo 


ftooo 


3510 


lloo 


6  loo 


10  (00 


i 


66.70 


1OOOO 


1  fZSO 


\15Qc 


i 


12.100 


\Sioo 


!Z 


SSoo 


13 


11(9 


00 


ZMoo 


14 


1-7  reo 


15 


iSSoo 


Hooo 


2.Z£oo  ZS^eo 


26  BRAYTON  STANDARDS 


Properties  of  Slabs. 


On  page  6,  the  method  of  calculation  of  a 
reinforced  concrete  beam  having  a  deptn  or  one 
inch  from  the  extreme  compression  fibre  to  the 
center  or  tension,  is  explained.  The  table  shown 
on  page  28  indicates  the  properties  of  slabs,  based 
upon  the  principles  developed  in  the  discussion  of 
the  slab  one  inch  in  depth. 

In  the  first  column  the  different  thicknesses 
of  the  slabs  from  2/4"  to  18"  are  given.  This 
"thickness  of  the  slab"  means  the  entire  slab,  in- 
cluding the  concrete  on  the  under  side  of  the  rod. 
The  second  column  gives  what  has  been  previous- 
ly explained  as  the  depth  of  the  slab  in  inches, 
meaning  the  distance  from  the  center  of  tension 
to  the  extreme  fibre  in  compression.  This  depth 
is  arrived  at  by  the  use  of  one-half  inch  of  con- 
crete, outside  of  the  metal,  and  by  the  assumption 
of  the  size  of  rods  which  would  probably  be  used 
in  the  slab  under  consideration.  In  the  third  col- 
umn is  given  the  effective  depth  in  feet,  which  is 
equal  to  0.85  of  the  depth,  as  previously  explained. 
The  fourth  column  indicates  the  tension  which 
would  be  required  in  the  slab,  in  the  form  of  steel, 
if  the  slab  were  stressed  in  bending,  so  as  to  de- 
velop its  full  capacity,  at  an  extreme  fibre  strain  of 
500  pounds  to  the  square  inch.  The  fifth  column 
gives  the  moment  of  resistance  in  foot  pounds,  for 
the  various  slabs.  This  moment  of  resistance  is  a 
maximum  capacity  of  the  slab,  and  will  not  be  in- 
creased by  an  additional  amount  of  steel  over  that 
called  for  in  column  Four.  Column  Six  indicates 
the  cubic  feet  of  concrete  per  spuare  foot  of  slab, 
and  is  to  be  used  in  estimating  purposes.  Column 
Seven  indicates  the  weight  of  the  concrete  calcu- 


BRAYTON  STANDARDS 

lated  at  150  pounds  to  the  cubic  foot.  This  is 
used  in  connection  with  the  calculation  of  the 
dead  load. 

This  table  is  useful  in  determining  the  thick- 
ness of  the  slab  and  the  tension  required,  after 
having  calculated  the  bending  moment  in  foot 
pounds. 

Example:  If  a  slab  has  such  a  span  and  load 
as  to  develop  a  bending  moment  of  2600  foot 
pounds  per  foot  of  width,  what  slab  will  be  re- 
quired to  furnish  the  proper  moment  of  resistance? 

Answer:  A  slab  six  inches  thick  will  provide 
a  moment  of  resistance  of  2636  foot  pounds  per 
foot  of  width,  and  the  tension  required  in  the  steel 
will  be  7088  pounds;  the  weight  of  the  slab  will  be 
75  pounds  per  square  foot,  and  it  will  contain  0.5 
of  a  cubic  foot  of  concrete. 


28 


BRAYTON  STANDARDS 


Properties  of  Slabs. 


)MC 

.APACH 

"IL5^ 

X 

Cu.fT 

WT-- 

1 

J 
0 

0 

fl 
u 
z 

k 

o; 

I: 

h 
O: 

I 

Cof^r  TlBRt 

.133 

Z53  1* 

336 

.Zl 

3J.3* 

3" 

fc»|: 

.IC.4 

3  1  Zz" 

51  1 

.Z5 

31.5 

31 

asi" 

.133' 

3797* 

756 

.3 

43.6 

4" 

3.3  1  " 

.235' 

44TZ^ 

I  osi 

.34 

5o.o 

4i 

3.18" 

.zts' 

5  J  o5* 

I36G 

.35 

54.3 

5 

w 

.303' 

5150* 

/15) 

.4Z 

4Z.S 

-5E 

4.ia' 

.339' 

G4S4* 

ZI86 

46 

48.8 

fc" 

5.zs' 

.31Z' 

1o6&* 

Z£3C, 

.5 

75.0 

4i 

5.75" 

.4oT 

17  63* 

3  159 

.55 

Sl^ 

r 

6.Z" 

44' 

6374* 

3660 

.53 

87.5 

s" 

T.I" 

,5oo 

S597- 

4532. 

.47 

JQO.o 

3" 

6.1' 

.575-' 

lo^T* 

6  Z.6o 

.75 

H-Z.5 

Jo" 

S.ol' 

.6^3 

1Z  IT  I* 

777  I 

.64 

IZS.o 

n 

lo.SE." 

.7To' 

14744^ 

I  14o4 

j.oo 

^5o.o 

14" 

iz.ia" 

,^oS; 

n«4-* 

I5^Z4 

\M 

17^.0 

ff 

14.18" 

I.o4o' 

13954* 

ZCB53 

i.M 

Zoo,*- 

16 

IG.to" 

J.ITo 

^£ 

Z6.3ZZ 

J.S" 

zzs. 

BRAYTON  STANDARDS  29 

Moment  of  Resistance  of  Slabs. 


The  tables  from  page  31  to  page  42  give  the 
moment  of  resistance  in  the  various  thicknesses  of 
slab,  ranging  from  2/4"  to  12"  total  thickness,  this 
thickness  including  the  concrete  on  the  under  side 
of  the  rods.  These  tables  are  to  be  used  in  con- 
nection with  the  tables  of  bending  moment  in  foot 
pounds  given  on  pages  23  to  25. 

From  the  theory  of  the  concrete  beam  given  on 
page  6  it  will  be  seen  that  the  safe  capacity  of  any 
thickness  of  slab,  is  reached  when  the  concrete  has 
been  strained  to  500  pounds  per  square  inch  in  the 
extreme  fibre,  and  that  a  greater  amount  of  steel 
placed  in  the  slab  than  is  required  to  produce  this 
compression  is  wasted.  In  these  tables  the  top 
figure  in  any  column,  indicates  the  maximum 
moment  of  resistance  in  foot  pounds,  which  the  slab 
is  capable  of  resisting,  and  rods  spaced  closer  to- 
gether than  the  corresponding  distance  shown  will 
be  of  no  advantage. 

Example  :  What  thickness  of  slab  and  what 
sizes  and  spacing  of  bars  will  give  a  resistance  of 
4,900  foot  pounds  per  foot  of  width  ?  Answer  :  An 
eight-inch  slab  with  y%"  rods  6"  on  centers,  or  a 
9"  slab  with  %"  rods  10"  on  centers,  or  a  10"  slab 
with  7/%"  rods  13"  on  centers. 

It  is  obvious  that  the  first  one  is  most  econom- 
ical, as  the  maximum  amount  of  strength  is  being 
obtained  from  a  minimum  quantity  of  concrete. 
For  the  sake  of  economy,  however,  it  would  be  well 
to  use  yij*  rods  spaced  such  a  distance  on  centers 
as  to  give  the  same  tension  as  the  ffi'  rods  6"  on 
centers.  This  may  be  obtained  by  referring  to  table 
on  page  60.  The  advantage  gained  is  that  the  price 
of  y±"  rods  is  slightly  less  than  that  of  W,  and  that 


30  BRAYTON  STANDARDS 

less  pieces  need  be  handled,  thus  reducing  the  cost 
of  labor.  Rods  may  be  spaced  within  a  slab  with 
safety  up  to  a  distance  on  centers  equal  to  double 
the  thickness  of  the  slab. 

Where  the  surface  of  the  slab  is  finished  for  a 
wearing  surface,  it  may  be  considered  as  a  part  of 
the  total  thickness  of  the  slab,  provided  it  is  placed 
at  the  same  time  as  the  body  so  that  it  is  thoroughly 
bonded  together;  but  if  this  wearing  surface  is 
placed  at  a  later  date,  it  should  in  no  case  be  con- 
sidered as  giving  any  strength  to  the  slab. 


BRAYTON  STANDARDS 


31 


Two  and  One-half  Inch  Slabs  One  Foot  Wide. 


MOMLNT*-  UL515TANCL- 

IN  TOOT  POUNDS'"-  *•  5LA&  Zz'tHiCIC- 

WITH  VARIOUS  size  •H.SPACINC^'-T^ODS- 

"o 

Q  o 
0  § 

°^ 

«  3 

It 

Q-  z 
ID 

D  1  A  M  E.T  E.  "R.   01-  ^2  Q  D  - 

4 

5." 

3" 
& 

-ITECTlVfc 
^t  BTM 

.133' 

.I3o 

3i* 

336, 

4" 

313 

4^" 

Z78 

5" 

Z5o 

54" 

227 

G" 

Zlo 

319 

C.1" 

I9Z 

Z94 

7" 

Z73 

7i" 

ZS5 

32 


BRAYTON  STANDARDS 


Three  Inch  Slabs  One  Foot  Wide. 


HOMLHT  --ROISTANCL 
m  TOOT  POUNDS  —  -A^-LAD   3"  THICK. 

WITH  YA1ZIOU3  ,3  IZE.4*o  .SPACIN^  o'T^ODS 

0 
t 

0  o 

k  0 

0  j 

tf  01 

z  h 

GO 

«f 

^ 

DJAME.TC.R.  OK  52.QC 

> 

£ 

&" 

\<0 

S 

LTtCTlVfc 
DtPTM 

.lG6 

,\C,C, 

.\C,3 

>4" 

39G 

44" 

42 

351 

5" 

31C, 

466 

/i 

5k 

Z67 

444 

G* 

ZC.3 

4ol 

a" 

Z43 

375 

5.1  1 

7' 

Z26 

34e 

493 

7i 

Zl  1 

3ZS 

4&0 

a" 

196 

3o5 

43  I 

BRAYTON  STANDARDS 


33 


Three  and    One-half    Inch    Slabs   One    Foot 
Wide. 


MOKLNT  —  ^L5l5TANCri 

IN   FOOT  POUNDS  ^  A^LAD  Sj  THICK, 
VJ'.TH  VARIOUS   31ZLE.  *4fe  5PACJNG?  «"-^ODi 

i 

q 

f« 

0  0 

°5 

^ 

i  <n 

0    ul 

& 

1? 

M 

DIAMCLTE1T2.    ^T^or? 

4 

4" 

i" 

I 

ElrrtcTivE 

D**»TH 

.•2.04- 

.Zo1 

•  199 

-\97 

4" 

461 

140 

4i 

4ZT 

G5T 

5" 

365 

591 

5k" 

3£o 

52.1 

T5C, 

6" 

3Zo 

493 

To3 

« 

455 

649 

T" 

4ZZ 

6oZ 

"Is" 

394 

562. 

TS-T 

a" 

31o 

5Z-T 

7Jo 

34 


BRAYTON  STANDARDS 


Four-Inch  Slabs  One  Foot  Wide. 


MOMENT"£L5i:>TAN<X 

IN  rooTpouND^  <"*  OUAD  4*  THICK 

WITH  VARIOUS    511-X.  **°  5PACINCT    or'ROD^ 

$ 

*» 

U*o 

5J 

&r 

>0 

u  in 

•  Id 

$ 

h 

03 

DlAME-TEB-*"-  ROC> 

£ 

£' 

(t» 

s 

a" 
ia» 

Er^e.<iT»v«. 

D«.PT-M 

•Z39' 

.Z3C,' 

.234 

•  Z3Z' 

4" 

5G3 

66,  e> 

.  4k" 

5oo 

77Z. 

iosi. 

5" 

4So 

G95 

393 

5^" 

4o9 

G3I 

Sol 

6" 

3T5 

ST9 

e>zi 

g 

534 

7(2>3 

1030 

7" 

49Z 

T06 

35G 

• 

Tz 

4C,3 

GGI 

<£>3Z 

6" 

434 

^>ZO 

£3G 

BRAYTON  STANDARDS 


35 


Four  and  One  half  Inch  Slabs  One  Foot  Wide 


MOMENT  "Ersi5TANc.il 

IN   fOOT  POUNDS   ^A  3t-AiE>  ^""THICK, 
WITH   VAfclOlO   3!Z.E-*Nt>5PA£lN<:(  ~"EDDs 

"I 

Q* 
0  o 

#0° 
L* 

0 

or  3 

r  ** 
r  Hi 

^ 

0^ 

•BIAME.TE.12-    o^l^ODS- 

5" 
\C* 

3" 

e> 

T  " 
Ife 

1  " 
'z. 

C-fCEtTIVlt. 

PECTH 

.Zl' 

.ZT' 

.ZG,' 

.7.C 

4" 

93T 

13TO 

Ak' 

861 

JZGT 

5' 

T^S 

ll^-o 

5^ 

1ZS 

io3C» 

13TO 

it 

6 

4GS 

9So 

1Z64- 

cjt 

^13 

»11 

Uss 

7" 

Slo 

614 

1  lol 

Tk^ 

53Z 

1£o 

loZT 

I3lo 

6" 

499 

113 

3C3 

1Z4^ 

36 


BRAYTON  STANDAEDS 


Five  Inch  Slabs  One  Foot  Wide. 


MOMLNT-fcLSDTANCL- 

IN   TOOT  pbONDi)   '^^  3i-AvE>  5"TH1CK. 
WITH  VARIOUS  Di£_L>o  3PACIMC,  °-"poD5 

A« 

O* 
0  o 

0>E 

t  o 

0"" 

,^o 

<^r«n 
r  ^ 

f:  w 

3.s 
fi 

D1AME.TE112.  oF-eoX)^- 

2>" 

a 

T  " 
Ig 

J.M 

£  " 
a> 

Lf-F«te.T»tf»- 

Dtf»TA< 

.3' 

.2>r 

.2>' 

.  3' 

i 

5 

1  t7l 

11  51 

54" 

1179 

1583 

^" 

JoT4 

1453 

^ 

39( 

l34o 

IT  39 

7^ 

3zo 

1Z4S 

1G  IS 

7^" 

659 

I  \C,I 

I5o1 

6" 

8,00 

loao 

14-1  3 

3" 

To^ 

9Gi 

I  Z  5G 

lo" 

G3C 

S^S 

1   1  3o 

nci 

BRAYTON  STANDARDS 


37 


Six  Inch  Slabs  One  Foot  Wide. 

IN  TOOT  POUNDf>Foie  *OL-A£>  d  TmCK 

WITH  VARIOUS  5(Ziji**OPAciNclo'-"R.oD.2> 

• 

o  o 

0  " 

1 

DlAME-TELTZ  ~^"5.OD5 

i" 
la 

T* 

I" 

2." 

I>tPTH 

•  3T' 

.51' 

.3<i' 

,3<^' 

5" 

UM 

.a34 

*• 

1  Qoo 

«31 

7' 

154^ 

»e9e 

a" 

1349 

1-T4T 

2^3<, 

9' 

(  Zoo 

1555 

Z3S6 

lo% 

.OTS 

!396 

z»*« 

ir 

9T9 

t«4» 

I92S 

w 

300 

1  1  <2>S 

.lf« 

Z5A* 

14" 

mi 

396 

15m 

Z,6= 

38 


BRAYTON  STANDARDS 


Seven  Inch  Slabs  One  Foot  Wide. 


MOMLNT~£L515TANCr 

IN  TOOT    POUNDS  Foe  +  r>LAE>T'TttlC!<s 
WJTtt  VARIOUS  5!£X-A*OPAClNq"BOD.3 

** 

Q'v 

00° 
Ctfo 

^ 

0 

\n 

?2 

Z.  w 

of, 

gs- 

OD 

•  DlAME.TL-Ro'-TSOCS- 

f  // 

Z 

e> 

•3" 

i" 

PE.PTM 

.44' 

.44' 

.4Z' 

.4Z' 

<i' 

Zld4 

7' 

234S 

34,Z3 

a' 

ZoT3 

3233 

3' 

1842. 

zaeo 

1o" 

l££<e> 

ZS9! 

55  4Z 

11" 

Z3S4 

3Z39 

\z' 

2.1  Co 

Z969 

14" 

l&STl 

25T-45- 

3^-63 

1C," 

2ZZ6 

3o3o 

BRAYTON  STANDARDS 


39 


Eight  Inch  Slabs  One  Foot  Wide. 


MOMLNr-Ut^DTANCC. 

IN  roor  POUNDS  ^"/DLAB  &"  THICK. 

WITH  VAEIOU5    3IZ.E/"OPACIMq  «•-  "EoD5 

<n° 

§« 

O  o 
pi  v> 

o  »n 

vri 
?f 

U<1 

<^ 

az 

OD 

-DIAME.TE1T2.  -"RODS- 

i  •• 

z 

5  " 

e> 

3." 

*T  '' 

s" 

Lrrccrwt 

DtPTH 

.5' 

.  5' 

.^-9' 

.^•9' 

<i»" 

314-1 

49oe 

7' 

Z692 

4Zo8 

6* 

30,  e>! 

9' 

3z^72 

4C.S3 

lo- 

2945 

4iae> 

ir 

Z41T 

3£>oT 

IE" 

24-54 

3469 

41(4 

14" 

23S) 

4o4o 

\c," 

35  3S 

40 


BRAYTON  STANDARDS 


Nine  Inch  Slabs  One  Pool  Wide. 


MOMLNT  ~  ^XSDTANCL 

IH  TOOT    POUNDS  *0~  A  Dl_At>9"THlCK. 
U1TM  VARIOUS  121E-  *«OPAClNq  ofr"^OD5 

tf, 

§8 

02  o 
».H 
°fl 
CTfl 

za 

^h 
^ 

0? 

•DlAMC.TC.T2.  °-T20D±>- 

5" 

e> 

^." 
-^> 

T   " 
d 

r 

irrccTwe. 

Dt^TH 

,se>7 

.ss>' 

L  •  5e' 

.5^ 

<i" 

5^94 

r 

4ae>l 

0' 

4ZTI 

6150 

3" 

3T94, 

5444 

Jo" 

341C 

43Zo 

44^5 

II" 

31o4 

4413 

5^11 

• 

)Z- 

41oo 

539T 

14" 

3S)4 

4^ia 

£o3o 

r4* 

4o4o 

52-n 

BRAYTON  STANDARDS 


41 


Ten  Inch  Slabs  One  Foot  Wide, 


MOMLNT-CLSDTANCL 

IN  TOOT  POUNDS  °*  *•  ±>UA>D  lo  THICK 

WITH    VAT21OU±>    3  \Z1L-  **»  5PAC  J  N^  «-  "^OD^) 

'  a 

<    h 
«0  3) 

DiAMrTne.  —  •  T2oo^ 

ft 

•?' 

2.  " 

(" 

^D^T 

.<2,2>' 

.as' 

.£>' 

.^' 

•1 

Gie>5 

7" 

53oo 

1432, 

tf 

4a.& 

4416 

3" 

4IZ& 

593C 

-74S4 

lo- 

3llo 

534Z 

G9ZT 

ir 

4854 

CZ92 

i« 

4453 

51  iz 

1S4o 

14" 

4341 

646  ( 

icT 

43Z9 

«S5 

42 


BRAYTON  STANDARDS 


Twelve  Inch  Slabs  One  Foot  Wide. 


MOMLNT-  £LDDTANCL 

irt  roo*r  POUNDS  ^^^LA'D  IE/THJCIC 

WITH  VAT2.IOU5  SiZLE-^o  DF>AC)NC|    o""BOD^> 

\Do 

Q*o 

0  o 
0^ 

lu  "•"* 
0     j^ 

er2 
?f 

gn 

<  H 

a  z 

<03 

DlAr^fLTELE.  «'     12.0DS- 

i" 

*' 

7   " 
~& 

r 

E.rrc^-TiMf 
DK.PTM. 

.e>o 

.eo' 

.1e>' 

.-]&' 

&' 

1854 

11310 

1" 

^130 

9693 

6" 

5S90 

S461 

IIZS6 

9" 

7S4c, 

Iooo5 

to' 

C^1S4 

9ooS 

1I16Z 

11" 

4144 

a>ie>4 

lo4,92 

1  2" 

5455 

I£o4 

^ao! 

14" 

443Z 

&4oo 

14" 

73SI 

BRAYTON  STANDARDS  43 

Capacities  of  Slabs. 


The  tables  given  upon  pages  44  and  45  are 
calculated  for  simple  one-way  spans  where  the  bend- 
ing moment  is  equal  to  J/sW  L2,  W  being  the  total 
dead  and  live  load  per  square  foot.  In  the  table 
this  total  load  per  square  foot  is  put  at  the  top, 
while  the  span  of  the  slab  is  given  at  the  left  side. 
In  the  body  of  the  table  is  given  the  thickness  of 
the  slab  in  inches  and  the  total  tension  required 
therein,  in  pounds  per  foot  of  width,  to  give  the  slab 
the  proper  strength  to  resist  the  load  on  the  span 
given. 

Example  :  For  a  simple  one-way  reinforce- 
ment of  the  type  shown  upon  page  16  and  having  a 
span  of  12  feet,  what  thickness  of  slab  will  be 
required  and  what  tension  will  be  necessary  per  foot 
of  width  to  carry  a  total  dead  and  live  load  of  175 
pounds  per  square  foot  ?  Answer :  The  total  thick- 
ness of  the  slab  is  6.50  inches  and  the  tension  re- 
quired 7,800  pounds  per  foot  of  width. 

Example  :  In  a  square  panel  14'  x  14'  of  the 
simple  two-way  type  of  reinforcement,  what  thick- 
ness of  slab  and  what  tension  per  foot  of  width  in 
each  direction  will  be  required  to  carry  a  total  live 
and  dead  load  of  500  pounds  per  square  foot  ?  (See 
page  14  and  page  20  )  Answer:  0.5  x  0.8  x  500 
=200  pounds  per  square  foot.  The  thickness  of  the 
slab  from  the  table  will  be  7.98  inches,  or  practically 
8  inches,  and  the  tension  in  each  direction  per  foot 
of  width  will  be  9,750  pounds. 

In  case  the  panel  is  oblong,  the  coefficients 
given  on  page  14  are  to  be  used  in  determining  the 
amount  of  load  which  goes  in  each  direction,  instead 
of  considering  that  one-half  of  it  goes  each  way  as 
above. 


44 


BRAYTON  STANDARDS 


Capacities  of  Slabs. 

•LoADpr-E  ±>auAGn  FOOT- 

L-tve.  •*•   DE.AO 

SPAH 

75- 

loo* 

1Z5* 

150* 

1-75* 

Zoo* 

5* 

2.7.5* 

Z-4^0* 

2.  .lo" 

3000- 

3-  09* 

3Z5^ 

c 

Z55o 

2.65" 
7.930 

3.  M  " 
3ZBo 

3.34" 
34oo 

tlto 

3-75" 
41  \o  i 

rf 

2.  69" 

342.0 

3.  54" 

3.79" 

4-eA" 

4.7.7  " 

3.\9" 
34oo 

3-59" 

-44oo 

4.Z4" 

4  STZ'7 

4-&T," 
SS'S'O 

r 

3 

J£°J 

393" 

-4-.  37  * 
49-2.S 

54oo 

5Boo 

S.3Z" 

lo 

3.  ©A" 
4Z5o 

43Z* 
49oo 

5ASo 

fo'oo' 

4Soo 

5.8S  " 

II1 

4.17" 
47oo 

4.7  Z" 
54oo 

5.I77' 

4^00 

4.00* 
71oo 

43S" 
74oo 

IX 

A47" 
5  loo 

5  o7" 

S.57  * 

7ZoI 

4  So" 
7Soo 

4.8S* 
3-Z.So 

13 

5SSo 

5.4Z" 

£.00" 
7  loo 

4  So  " 
"IQoo 

4.9S" 

a  4-00 

7.4S" 
9oSo 

14 

5.1** 

5.8  " 
6800 

6C.5" 
"lloo 

6,  98" 
*<Q4oo 

748" 
9oso 

9750 

15 

tzil 

73^0 

4  62." 

7.43" 

97SO 

10^00 

14 

5.15" 

•TSSsI 

asoo 

7-  8  o" 
9(ooo 

\?£ol 

9.o  o* 

I  (   i  0  0 

IT 

7Zoo 

t^oo 

94oo 

lo  I  oo 

\  lo  oo 

9.  SI  " 
11  Soo 

16 

7Coo 

7.33/) 

9GSo 

e.ai* 

1  O  doo 

9.  4  I7' 

1  1  4oo 

to.  oo" 

1-2,500 

19 

e7*o 

»4ol 

a.  44" 

10300 

1  1  Soo 

IZSoo 

lo.  SS" 

2o' 

esso 

seso 

l  loo  o 

1-Z.oeo 

!io« 

11.10" 

11 

aaoo 

1  0-2.00 

9-3  1  " 
1  ISoo 

1  0.  1  5  " 

i  o.  es* 
13500 

11.  SS  " 
14-500 

zz 

7.48" 

8.61" 
loeoo 

9.7  S" 

1-2.  Oo<» 

10.S5* 

1-4  loo 

iZ-oo" 
ISl  oo 

Z3 

G.  o  o  " 

9    1  I  * 
»  I  Zoo 

lo.iS" 

I-2.SOO 

1  1.  lo'' 
15900 

1  1.97" 
IS  loo 

12  4T' 

g 

831" 
Jo  1  oo 

•  TeSoo 

10  SS" 
13  loo 

M.So" 
144-00 

IZ.ZT 

13.oo" 
IGSoo 

BRAYTON  STANDARDS 


45 


Capacities  of  Slabs. 


LOAD  pt5O  QUA  s.n  FOOT 

•Live.  *•   DE.AD  • 


2.50* 


Soo* 


3.55" 


3.84-" 


4-S&0 


4.1-f  " 
•4-foo 


SI  oo 


-4-ai" 

56.00 


5*9-00 


s  VT" 

C>3oo 


S-ST" 
66.0 


7^ 
* 
1 

t 

!S_ 
111 
\z_ 

11. 
!i 
li 

]4 

ii 

J8 


•4/1  Z" 
54-00 


S.IZ" 
Gooo 


5.4-21^ 


s.-i-f 


S2.S" 


(..IS 


Tsoo 


aaoo 


1OOO 


8QOO 


T.TI" 
S35o 


G.SO* 

leoo 


dSoo 


97.00 


a.  oo* 
se>so 


B  So* 


II    1  00 


esso 


1  0  |  0  O 


9.1  r 

J  -2.0  oo 


1.C.6* 


6.31" 
lo  J  oo 


fl.  91* 

t  0  OO 


9.  SI* 


lo.SS 


le  loo 


3.0  1" 
llooo 


9.4,1'' 
12.000 

10.^,5* 


to.zs" 
17.600 


10.  SS 

13^00 


U.4o" 
14-So* 


lo&oo 

9.AI* 

UC»oo 


12.000 


1  o  .  So 
l3Too 


I53oo 


II.  OS^ 
13300 


li-TS" 
14-1  oe 


1  Z,43* 


13.08' 


Il.tS* 
14-S^o 


13.  2 


iSloo 


13000 


U-4S* 
14-450 


J  3.  Zo  " 


ISlSo 


IMS" 
(4-ooo 


152.30 


13.  OS" 
16,500 


15.94" 


14-.  1  A" 
18SSO 


U.1S* 


114.00 


J4-.C4" 
IS  500 


13.4-4 
l-looo 


14.  S 
16  3 


2[ 

i 

2Z 

> 
23 

24 


15.14-^ 


Iftooo 


LBVoo 


16Soo 


46  BRAYTON  STANDARDS 

Properties  of  Wire 

The  properties  of  wire  given  upon  page  48  are 
according  to  the  Trenton  wire  guage.  Only  such 
sizes  of  wire  are  given  as  may  be  found  useful  in 
reinforcing  of  concrete.  Sizes  smaller  than  No.  12 
will  never  be  used,  and  sizes  larger  than  No.  3 
will  probably  be  replaced  by  steel  rods  given  in 
another  table. 


Area  of  Wire  Per  Foot  of  Width. 


The  table  on  page  49  gives  the  area  of  wire, 
in  square  inches  per  foot  of  width,  in  slabs,  for  the 
various  gauges  from  No.  1  to  No.  12,  and  spacing 
from  1"  to  12".  This  is  based  upon  the  sizes  of 
wire  given  in  the  table  on  page  48,  and  is  accord- 
ing to  the  Trenton  wire  gauge. 

Example:  If  a  form  of  wire  mesh  is  to  be 
used  as  reinforcement  requiring  a  total  area  of  0.12 
of  a  square  inch  of  metal  per  foot  of  width,  what 
sizes  and  spacing  of  wire  should  be  used? 

Answer:  No  9  wire  spaced  1/4"  on  centers, 
or  No.  8  wire  spaced  2"  on  centers,  or  No.  3  wire 
spaced  4^"  on  centers,  etc. 


BRAYTON  STANDARDS  47 

Tension  in  Wire  per  Foot  of  Width 


Wire  is  manufactured  with  a  very  high  carbon, 
and  some  manufacturers  recommend  a  safe  capacity 
on  wire,  of  40,000  pounds  or  50,000  pounds  per 
square  inch,  the  wire  which  they  supply  testing  up 
to  100, 000 pounds  elastic  limit,  or  even  higher.  We 
do  not  consider  this  good  practice,  and  in  fact  would 
not  advise  the  use  of  any  tension  higher  than  28,000 
pounds  per  square  inch. 

The  table  on  page  50  gives  the  total  tension 
produced  in  wire,  for  Trenton  wire  guages,  from 
No.  1  to  No.  12,  and  spacing  from  1"  to  6"  where 
the  fibre  strain  is  16,000  pounds,  20,000  pounds, 
24,000  pounds  and  28,000  pounds  per  square  inch. 

In  case  it  should  be  found  necessary  to  use 
tension  values  of  32,000  pounds,  40,000  pounds  or 
48,000  pounds,  they  can  be  arrived  at  by  doubling 
the  quantities  given  in  the  table. 

Example :  Where  a  metal  fabric  having  No.  7 
wire  spaced  3"  on  centers  is  imbedded  in  a  slab, 
what  tension  value  is  given  to  the  slab  per  foot  of 
width,  when  the  allowable  working  load  is  24,000 
pounds  per  square  inch  of  metal?  Answer:  2,300 
pounds  per  foot  of  width. 


48 


BRAYTON  STANDARDS 


Properties  of  Wire — Trenton  Wire  Guage. 


5IZ 

I>«°W 

JL1G,HT« 

-1T20N-0- 

TLULWlRL 

WlBt 

H  DECIMALS 

AE.C.A  o^- 

5C.CT1OM 

WCIC,HT  or 
1  roo-r  m 

TrE.-ET   TO 

r4o. 

1 

.ZG5 

.o^19 

.Z.53 

4.^45 

z 

^5 

.05515 

I.IM1 

5,374 

3 

.245 

.o4T  14 

.159  t 

6.ZS4, 

4 

.2Z5 

.o.enc, 

•1342. 

1.454 

5 

.ZoS 

.0330! 

.1  1  14 

6.974, 

<s 

.I9o 

,oze>35 

.OSS6G 

10.453 

7 

.ns 

.OZ4o5 

,001  IS 

1Z.3ZZ 

& 

.160 

.oZol  \ 

,O^S6 

14-.  13^ 

3 

•  145 

.OI4SI 

.0551  I 

11.950 

Jo 

-130 

.013Z-T 

•04411 

22.-33S 

11 

.1115 

.0  !  o64 

.OMM 

Z1.34o 

1Z 

,0* 

-00S^ 

-oze^ 

34.  zia 

BRAYTON  STANDARDS 


49 


Area  of  Wire. 


TOTAL  APX/x-  WIWL-  5aUABI  IHChLS 

PdR    TOOT    WIDTH 

(^  OACILA'"'DlAH\t.TE.-K.    IN    INCHED 

il1  MIC- 

~i  rt  -3  ,-4- 

^'sl.lojj 

DJA- 

•ZaSl.T-kSl.-W-^UlS 

ZoS" 

Ir  SPACING,  OP  WfiZ-C-  IN  IMCHE.S 

I"' 

in 

Uo 

.414 

39C 

Mo 

.264 

I 
.Z40.19C, 

.lU 

Ha 

,|o4 

5io 

.44q 

310 

zl4 

222 

192 

.I4o 

I2a 

Jo4 

081 

otff 

382 

.330 

262 

.238 

196 

•Ho 

144 

,ilo  .096 

,060 

9U 

.051 

.310 

.2(>5 

.215 

.185 

158 

134 

\\5 

09k 

.011 

.oU 

052 

036 

I 

.254 

.210 

-lea 

158 

!33 

,1\4 

094 

08o 

.ott 

052 

044 

.034 

.22o 

.190 

.\u 

.134 

113 

094 

062 

Ol9 

055 

.045 

.031 

.02* 

4 

•191 

.165 

.141 

.1.9 

099 

,085 

OTZ 

O4o 

.049 

,o4o 

.032 

.026 

4" 

111 

.141 

.115 

.105 

.06C 

075 

oU- 

053 

.043 

.035 

029 

.021 

5* 

155 

.132 

.111 

.094 

.019 

.0^7 

058 

046 

.036 

.031 

.OlC 

020 

.14© 

.110 

.103.065 

.012 

oLl 

.052 

•  o44".035 

.QZ8 

024 

on 

c 

.111 

.llo 

.094 

.019 

.oU 

.051 

.04& 

.O4o 

.033 

.024, 

.OZ.Z 

.o\i 

L- 

.Il6 

.(01 

.081 

.071 

.oU 

.052. 

.044 

.037 

.03o 

.024 

.010 

OlS 

i 

-Ho 

.094 

.06, 

.0^7 

.057 

.046 

,041 

.034 

.021 

.012 

.019 

.013 

6 

3" 

.095 

.081 

.Olo 

.059 

.049 

.042 

.034, 

.05. 

.024 

.010 

.oiU 

.013 

.085 

.013 

43 

.OS* 

.044 

.031 

631 

.out. 

.021 

on 

.Oi4 

•o\( 

it 

oU 

.OSS 

.041 

.039 

.03, 

.018 

.01-4 

«. 

;« 

.013 

OU 

.006 

50 


BRAYTON  STANDARDS 


Tension  in  Wipe. 


•Te.ro  ION  Fr*Ft>oT"'  WIDTH  • 

*a-  »o  »f>'  4 

/  \(&ooo  ,7.0000,   L4ooo    Z.QOOO 


3Te>^M 
'"•txnAn 


1ELTC,R. 

35t5 


>o  oo 
o  ocf 
-  o  oo" 


ZZoo 


5600 

ie>5"oo 


.   s  » 

(  Goo  o^ 

Z  o  o  o  om 
Z/S-o  oo" 

2L  8  o  o  o* 


eiso 

iOZoo 


tsroo 

IS6oo 


feooo 
IS-oo 
9000 
osr^o 


i  0  5  o  o! 
IZ&oo 
l<4-1oo 


49^0 


etoo 


£•300 
6loo 

14-00 


t* 


i&O  00 

Z-o  ooo 
2.  -4  ooo 


G»!  oo 

Tfcoo 


38oo 


?3°; 


3<2>oo 

Also 


lliooo 
Zoooo* 
2.4  o  o 


4-500 


!<b  O  o  c 


•24000. 

•Z.&OC3  0 


SoSo 
Gloo 
Tloo 


3500 

.4-400 
S300 


\  G  o  o 


35oo 
44.00 
SZSo 
<•>!  oo 


3oSo 
3Boo 
4550 


1  Co  o  o 
2.00  oo 


3o5o 


Z4o 


4-Goo 


3lSe> 
-45oo 
SZSo 


25So 
37100 


34-00 

39.50 


ZSoo 
33oe 
3e>oo 


Zloo 
•2tS"o 
32.00 


<4-Too 

2.JSO 

3loo 
I9oo 


!6oo 
22go 
ZISo 


le>oo 

ZlSo 


ISoo 


2.300 

ZT  oo 


Z3So 


1  G  0  0  0* 
•2.O  0  O 
TL4-  o  o  A 
Z  ft  o  oo 


2*Too 

M-O 

41  oo 
41  S 


14oo 


3Soo 

^  1  00 


Zl  oo 
ZSoo 


1  G  o  o 
ZoooS 
2xV  oo 

jgeoo 


Z4-SO 
3loo 
3lo 
4300 


3\5o 
3loo 


ZtSo 
3  I  oo 


ZT.SO 

2.  feoo 


ISSo 
I9oo 


IQ5Q 


2:4-0  o  q 
"2e  c&  o  o 


2.-2.SO 


33^0 


I9oo 


33^ 


1350 


Zooo 
2.3.S 


!4So 
lloo 
2ooo 


9So 

fZoo 


l-Too 


|Go  o  o. 
^o  o 
2.4-00  • 


Zooo 
ZSoo 
3ooo 


1130 
Z-2LOC 


/Z-So 

15^0 
I3oo 
2.2.00 


loso 


l-SSb 
ISoo 


9oo 

/loo 
!3So 


BRAYTON  STANDARDS 


Tension  in  Wire. 


TE.N^>ION  ^roor^;  WIDTH 

TENSION  <E  \(booa  ,Zoooo  .  L4ooo°  Z&ooo 


||Wiie.g.Cj;aA>gTE.  A   DtA>H\e.-rc.g.  IM   incng-fe 
*  >o     1*11     I  *  reT 


|Q.  >6>Q"lo.  HVS" 


o->3,o'io-Trt5"l  o->oS 


I   (b  000 

2,o  ooo 
2-4  ooo 
•Z-©  ooo 


7900 


G.TOO 


ZSoo 

2-Soo 


t  Ca  0  o  o 

1.0    000 
3L-4  ooo 


3>oo 


2LSS-0 
3  Zoo 

3Q 


20SO 
ZSSo 


1050 
ZSoo 
2.900 


14-oo 

nso 

Zloo 


I05o 
iioo 
ISSo 
l&oo 


\(o  00  0 
TLO  ooo 
Z.4-  ooo 


ZSoo 


1^00 

24oo 
ZdSo 


ISSo 
I^SO 
23So 
21  So 


IZSo 

Itoo 

1*^00 
•2.-2.SO 


looo 
IZSO 
(Soo 
1750 


S2o 
looo 
IZoo 
I4oo 


suo-ooo 


18SO 


ZISo 
3Z<=>o 


VSSo 


S2oo 


iSSo 
Zt  SO 


looo 
12.00 
14-So 
IToo 


1050 
IZSo 
1450 


Goo 

ISo 
Soo 


!iU 

Di 

3 

d4 


(  &>  O  90 

2o  ooo 
?LA  ooo 
t~&  ooo 


JSoo 

l°)00 

Zioo 
Z.6&0 


izso 

)  Goo 


I55o 
l&So 


Soo 

1  000 

IZSo 

14-S-o 


eso 

loso 
1*200 


5So 
GSo 
Ooo 
9So 


lG»ooo 

Zo  OOO 

LA  0  00 

Z8  ooo 


Uo 


JtSo 
19oo 


850 
1  loo 


loo 
9oo 

iOSo 


^00 

ISO 
^00 
loSo 


SSo 
tSo 

ISO 


I  G  o  oo 
to  ooo 
O  o 
ooo 


J4AO 

nzo 

2.01O 


£>oo 


I  no 


G4o 

Tto 


5Zo 

4,2.0 
17.0 


1C.  ooo 
•Zooeo 
ZXVo  o« 


ioto 
IT  60 


85o 
lote 
IZto 


©to 
1030 


Too 


[  <J»O  O  0 

Z  o  oo  » 


92,0 

1  \  Go 


TTo 


\3A< 


\(+  «oo 

Z.O  0  00 


loo 


17.  So 
145o 


c: 


)  6)0  00 

Zo  ooo 


TTO 

<3£o 

1  ISO 


52  BRAYTON  STANDARDS 


Properties  of  Round  Rods. 


Round  rods  here  illustrated  are  such  rods  as 
it  is  assumed  will  be  commonly  used  in  the  rein- 
forcing of  concrete.  1-16"  sizes  above  Y^'  are 
omitted  for  the  reason  that  it  is  not  advisable  to 
use  them  on  account  of  running  into  such  a 
variety  of  sizes.  The  designer  can  almost  invari- 
ably adjust  the  design  so  as  to  use  the  sizes  of  rods 
here  given,  and  a  little  study  in  this  direction  will 
be  well  repaid  in  the  added  convenience  in  secur- 
ing the  material. 


Area  of  Rods  Per  Foot  of  Width. 


The  table  on  page  58  gives  the  area  of  rods  in 
square  inches  per  foot  of  width,  in  slabs,  for  the 
various  diameters,  from  %£"  to  1"  and  spacing 
from  3"  to  16". 

Example:  What  size  of  rods  and  spacing  will 
give  an  area  of  0.74  of  a  square  inch  of  metal  per 
foot  of  width?  Answer:  %"  rods  3"  on  centers, 
or  9-16"  rods  4"  on  centers,  or  11-16"  rods  6"  on 
centers,  or  24"  rods  7"  on  centers.  The  last  is 
the  most  economical  to  use  because  the  24"  size 
comes  under  the  base  price  for  steel,  and  rods  of  a 
small  size  will  cost  an  extra  amount.  The  spac- 
ing of  7"  is  not  too  wide,  for  it  is  less  than  double 
the  thickness  of  a  10"  slab,  and  it  will  be  seen  by 
reference  to  page  28  that  no  slab  less  than  10" 
will  require,  when  fully  loaded  a  tension  equal  to 
12100  pounds,  which  is  the  strength  of  24"  rods 
7"  on  centers.  At  a  fibre  strain  of  16,000  pounds 


BRAYTON  STANDARDS  53 

per  square  inch  a  10"  slab  is  the  thickness  which 
must  necessarily  be  used.  If  so  large  an  area  as 
0.74  of  an  inch  of  metal  is  taken  per  foot  of  width, 
it  would  be  more  economical  to  use  a  still  larger 
size  bar,  spacing  wider  apart  in  order  to  economize 
in  the  handling.  1"  rods  12"  on  centers  would 
be  the  size  and  spacing  recommended. 


Tension  in  Rods  Per  Foot  of  Width. 


Round  rods  of  a  high  carbon  for  use  as  rein- 
forcement may  be  had  at  a  slight  advance  in  cost 
over  plain  open-hearth  or  Bessemer  steel.  The 
steel  rods  should  never  be  stressed  at  more  than 
one-half  the  elastic  limit  of  the  steel,  and  in  no 
case  beyond  24,000  pounds  per  square  inch.  Or- 
dinary Bessemer  or  open-hearth  steel  as  found  on 
the  market  should  be  figured  at  a  safe  fibre  strain 
of  16,000  pounds  per  square  inch. 

The  tables  on  pages  59  and  60  give  the  ten- 
sion in  steel  rods  for  the  various  sizes  from  j£"  to 
1",  with  spacing  from  3"  to  8",  and  for  fibre 
strains  of  16,000  pounds,  20,000  pounds  and 
24,000  pounds  per  square  inch. 

Example:  If  %"  bars  are  placed  8"  on  cen- 
ters, what  tension  is  developed  at  a  fibre  strain  of 
16,000  pounds  per  square  inch.  Answer:  10600 
pounds. 

These  tables  are  conveniently  used  in  connec- 
tion with  the  tables  given  upon  pages  44  and  45, 
where  the  thickness  of  the  concrete  slab  is  given 
together  with  the  required  number  of  pounds  ten- 
sion to  be  supplied  in  the  steel. 


54  BRAYTON  STANDARDS 

Weight  of  Rods  Per  Square  Pool. 

When  steel  rods  are  placed  within  slabs,  it  is 
convenient  for  estimating  purposes  to  reduce  the 
weight  of  the  steel  to  a  square  foot  basis  in  order 
to  take  off  the  quantities  conveniently.  The 
table  on  page  61  gives  the  weights  of  rods  for 
various  sizes,  and  spaces  center  to  center,  where 
the  rods  are  laid  in  one  direction  only.  In  case 
the  reinforcement  is  of  the  two-way  type,  and 
same  reinforcemtnt  in  each  direction,  the  weights 
given  in  the  tables  should  be  doubled.  In  order 
to  make  an  estimate  accurate,  the  extra  length  of 
rods  required  on  each  span  should  be  added  to  the 
weights  given  in  the  table  by  means  of  a  percent- 
age. Continuous  reinforcement  usually  requires 
about  25%  additional  weight  per  square  foot  in 
order  to  make  up  for  the  extra  length  of  the  rod 
which  laps  over  into  the  adjoining  panel. 

Example:  Where  YA,"  rods  are  used  for  con- 
tinuous construction  spaced  12"  on  centers,  the 
reinforcement  being  of  the  two-way  type,  how 
much  will  the  rods  weigh  per  square  foot  of  slab? 

Answer:  1. 502 X  2+ 25%  =3. 755  pounds  per 
square  foot. 


56 


BRAYTON  STANDARDS 


Properties  of  Round  Rods. 


•&OUND  £OD> 

DlA>KlCTI.e. 

OFQKOO 

WEIGHT  OF- 

EOOHO  "Eoo 
OME.  T:OOTL.OH<^ 

AKt^     or 
"EouiMD   "Eol? 

<S,   !«»000*    pETC. 

<S» 

£ 

z 

.!G>n* 

.04-9  ( 

7as 

g 

.ZG  r 

.0141 

l^xi 

3" 

e 

.315 

.1  io4 

t  1<;6 

L" 

16 

.51  \ 

.I5o3 

Z4os 

r 

,GGT 

.  19G3 

3  141 

3; 
£ 

.645 

.2485 

5914 

5" 

a 

l.oA3 

.  3oCG> 

4e  o^ 

IT 

1C. 

I.ZC,Z. 

•  37  12 

5939 

3" 

4 

l.SoZ 

.44)6          1o£9 

a 

Z.04-4 

.4013 

SG2.  \ 

r 

Z.47o 

•  l^S^- 

125£  C, 

ik' 

3.319 

.S34o 

I  59o4 

li' 

4.  115 

1.  Z-2.12 

19C>3S 

iSi 

5-04-9 

|.  4649 

Z37  se> 

ff 

G.OO& 

1.  1C>1! 

Z&Z14 

S 

l.oS  1 

Z.  0739 

3  3  1  SZ 

BRAYTON  STANDARD 


57 


Properties  of  Round  Rods. 


•R.OUND    "RODS- 

—                                    —  I  r—  —  ___  .  _.         ....       , 

or  O  Poo 

?OorsO    ROO 

"RouMO  ISoo 

(g.  t6>000*    p«L* 

o          or, 

^AUAtKK.     MC.H 

•I 

a.i-fs^ 

Z.AOS3 

364^5- 

tf 

9.^>se> 

Z.-T&I-Z 

44  I  1  9 

z" 

lo  <^e>o 

3.  14  1  C, 

502.G  B 

2k' 

iz.o  4jO 

3.54-G^ 

Z*' 

13.SZO 

3-  31^1 

y[ 

IS.oio 

4.4301 

2i' 

14.  &9o 

4.9oe>7 

21" 

J&  4oo 

541  19 

* 

Zo.  Zo  o 

S.9^94, 

*I 

2Z  OTO 

G.49  lfi> 

3' 

Z4  03o 

1.  o4B4 

3k" 

z4>.o6o 

l.C,4>99 

3* 

za.zoo 

e>.-ze>se> 

3k" 

3Z.T  |o 

9.  4Z.I  i 

3V 

37.S&0 

11.  o4So 

4" 

4Z  130 

jz..s(^to 

58 


BRAYTON  STANDARDS 


Area  of  Rods. 


ARLA  °OTCXL'OaUAfcL  IMCMC.5- 
P*-*-roOT  WIDTH  w  T£OD^>  -HOPAClNCj    CjlVLlS- 

£.OD  DIAMLTELR 

[i    i  •> 

ll  * 

I 

§ 

EELS 

I" 

g    1" 

i" 

r 

O 
iU 

r 
u 

z 

0 
o 

O 
0. 

k. 

0 

or 

z 

U 

< 

a 

0 

3 

.(96 

.501 

.441 

.601 

las 

.e>94 

1.221 

l.4a5J1.1Cl 

Z.4oS 

3-141 

Ji 

ixe 

.Z6.3 

.me> 

.515 

•  C,13 

.85Z 

l.oSZ 

J.Tirjl.514 

2.0*.! 

2&9Z 

4" 

.141 

.Z5o 

.331 

.451 

.569 

.145 

.920 

J.I  13 

1.3ZS 

J.&04 

Z.3SC 

4 

.131 

.Zo4  .Z94 

1 

.4oi 

.52  2> 

.64-3 

.6(6 

.^9o 

J.H6 

l.Goi 

Z.o«?4 

5" 

.118 

.l64|.t6S 

3C,I 

•4TI 

^9fe 

.T>6 

.691 

l.oto 

)^V43 

1.065 

5^ 

.lo'l 

•  1C.T 

.240 

.327 

.416 

.541 

.6t9 

.805 

.9<B^ 

1.311 

1.112 

G" 

.038 

.153 

.72.1 

.3oo 

.392 

.49T 

.613 

.142 

.6B5 

)2o2 

1.S1I 

cfc 

•09o 

.iil 

.204 

.117 

.3^ 

.456 

^Gfc 

.4,  as 

£>5 

1.110 

|.4So 

r 

~ii 

.054 

•(31 

.169 

.ZS7 

.334 

.42(, 

.524 

.6»4 

151 

Jo5o 

1.344 

.olfi 

,1X3 

IU 

.Z4o 

.314 

.391 

/49I 

.594 

.lol 

.942 

US4, 

e 

•cm 

.115 

JUS 

.225 

.294 

^13 

.4U 

.5S7 

.6.^3 

.9o2 

ina 

3" 

oU 

•  loz 

.146 

.Zx>o 

•26z 

33o 

,4oS 

.495 

.59o 

^00 

icS 

to" 

.058 

.091 

.12>Z 

.180 

.23S 

.291 

.3t5 

.445 

.5^o 

.72.0 

.94o 

1Z 

•043 

.014 

.lie 

.I5o 

.194, 

.248 

.3ot 

.311 

.442 

4o( 

.165 

14 

fC," 

.041 

.o4>5 

.094 

.)Z6 

.1U 

.ZIZ 

.26,3 

.3»8 

.314 

.5lS 

,tts 

.OTT 

,051 

.06Z 

.uz. 

.144 

J65 

.230 

.21T 

.530 

.45o 

.SSS 

BRAYTON  STANDARDS 


59 


Tension  in  Rods. 


TtNSlON 

TC.NMON 


FOOT  WjDTH 

a"  "£.0000* 


3" 


7  " 

(G 


1  " 

z. 


4909 


39ZG 
47  I  o 


lZoZ4 
14-4Z9 


JZ5G3 
I57o4- 


ZG93 


SZ4-3 
10354 


4o39 


<i>3»  I  o 


90S,  2. 


13458 
1  G  1  So 


Z357 
Z94-G 
3535 


seep 

4Go  ! 
55ZI 


SZ99 
<^0»24 
7949 


7Z14 
9o  16 

i  oe-22. 


942.2 

1177© 

141  2>4 


4 


3Z7Z 


8374 


Z<i>  I 


eo  i  <^ 

9GJ9 


lees 

Z35  G 


Z944 
3G 

44! 


-4-Z36 
5Z96> 
G35S 


5T7  1 
7ZI4 


94ZZ 


17  i 


Z5  G.& 


ZC-T5 
3^44 
4o  1  3 


5-2.4  1 
<i5  SZ 


assa 


5774 


!5  To 
1  9G» 
Z355 


2.4-  S  -A 


3  533 
44  1C. 
5Z99 


-4&  i  o 

<s»o  j  a 
7ZJ3 


94ZZ 


a 


I45o 
1  S33 
2Zl  G 


3Z59 
4oT4 
4889 


44-38 
^548 


5797 
7Z4G 


7' 


1  34-6, 


2Lo  I  9 


1  o  3 
>^9 
3  J  S5 


3d  ZT 

3784 
454-1 


4  1  -z  2. 
51  5  Z 


G7Z9 


Ti 


1-2.57 
157! 


J 

Z454 


353Z 
4Z38 


7S3G 


J  1  IS 
1473 


1  Q-4-0 


33  I  Z 
3974 


541  1 


47  1   1 
5883 


60 


BRAYTON  STANDARDS 


Tension  in  Rods. 


^^ 
TENSION  Q  iCooo      7.0000       2.^000^ 


5' 


3 

A' 


1" 
8 


23&S& 


I9G3S 
Z4544 
Z94S3 


Z3T56 


3S4Q3 


35344  4-a  I 


3S63.S  4-Z4I 


57725 


2.0-2J-43 


2.1034- 
ZS2-4) 


2.0  3  SS 

25*448 


2.42.^2. 
3oZ,  ©9 


1  zz4 


1  I9ZS 
14909 
11690 


I412& 


flail 

2Z.7S.-JZ 


zae»6z  31699 


•1841 


J2.4 
^6549 


4 


13069 


13Z53 
15304 


Z31SS 


Z3131 
ZQ4S4 


335  Jo 

41  a  si 

50-2.^4 


9S4Z 
1  19ZQ 

14314 


1  1180 

14126 

1 


142.53 

Ji 

Zt 


10,9^5 
2,1  ZoS 
25446 


31G9S 

34  6  34  I4-SZ3& 


5-; 


10834 
(3oo  I 


lolo  I 
13115 


12.941 


154-10 


Z0913  Z12>93 
2,62,16  34Z4Z 


314594-1  090 


7932 


1Z2.12. 


1  1  sis 

14-84-6 


J9Z42 


I1C1Z 


ZS  J2.3 


31499 


/03C.3 


9114 


I  \-bTL<~ 
I3S9) 


19STZ 


1115:6  Z3I91 


2.<S.63a  347  9>g 


6514 

es  i6 

JOZ-2.Z 


B4/3 


1-2.  6»  7.0 


Jol  19 
1-Z.1Z4 
1526,9 


12.1   1G 

15 

»e 


15144  Z 


Z!53o 

2692,3 


Z4134 


1952 
954-2 


1853 

S8)G 
1119 


9So-2. 

I  lais 


1  I  3o9 


15392 
OZ40 


Zo  Jo<2, 
ZS  J32L 


8 


S9G4 

1454 


13C.3 

9zo4 

1  1045 


S9o9 

I  11  36 
133C.3 


JoC.c.3 
I3Z54 
!59o5 


!443o 


lBQ5o 
235^.2 
28^74 


BRAYTON  STANDARDS 


61 


Weight  of  Rods. 


WEiqttT«OT£C.L  IH  POUNDS 
Pee  3QUAULTboT~*KOD5  «*  5PACINCJ  qiVLN 

•T2.0D  Dl  A  MELTED* 

n 

& 

f" 

fe" 

i  " 

z 

fe" 

I 

K 

*" 

s 

1" 

vO 

u 
r 

u 
r 

z 

ho 
o 

0 

r 

IL 

0 

V7 

Z 

vj 

< 

a 

(0 

i 

3" 

U^ 

1.044J  1.5o 

Z.044 

z.U-j 

3.2*8 

4.nz 

5.0^ 

6/>o» 

0.nC, 

lo.te 

3K 

5t8 

895 

L16T 

USP 

2.1*1 

2.8^1 

3.SlC 

43Z1 

5.15 

1/>o6 

3.154- 

4-" 

.Sc« 

.155 

UTS 

;.S"d3 

Zu>o 

Z.535 

S.IZ.S 

3.na( 

4xSo( 

4j>t 

a.ooo 

4k 

.4-H- 

.4* 

(.000 

1.^7. 

.no 

rz^ 

t.iez 

3.3C6, 

4*«L 

5.4& 

-j.i  i* 

5 

.4oo 

4zt 

.9o 

l.zzt 

i.e. 

Z.oZfl 

2.5CO 

3.0x9 

3.C.r 

4-.9oC 

(,&<*> 

5j 

."M* 

.51o 

.618 

l.jis- 

lASS 

J.BZS 

Z.zis 

z/isi 

Am 

4.4-12 

SG2.1 

G 

.•J>35 

.SiT. 

.ISo 

J.orr 

l.i» 

(.490 

Z.otC 

z.su 

3.o  o< 

4.084 

3»v»- 

C>1 

.?>o7 

4SZ 

.493 

.<=>4^ 

U»» 

i.s4i 

\3-LS 

2.^Sa 

Z.lfio 

3-7*z 

*9Z.9 

1" 

.zas 

.447 

.4,43 

-67C 

M43 

I.-446 

Lias 

Z.|<,3 

2.5  75 

i44s 

4.5-71 

ll 

.ztt 

.416 

too 

.&)d 

l-ol! 

13S1 

I.U9 

2.013 

Z/*ob 

3.2  M 

4.7  11. 

C>" 

,7So 

•5Sl 

.5C.3 

.7  (,7 

l.ooo 

i.zte 

l.srts 

Le>93 

z.zsa 

3.oU 

4-.  ooo 

9" 
^ 

.222 

.345 

.5  oo 

.661 

.BS9 

IJT7 

!.59( 

J.tM 

2^>o3 

Z-TiST 

3^Co 

.?oo 

313 

ASo 

.M3 

.600 

1.014 

1.2S-/ 

/4TI9 

J.Bo3 

Z.4S3 

3.7.0. 

12 

.»tl 

.Itl 

.375 

.511 

.U7 

.84-5 

J.043 

1.7.4,2 

J-Sol 

2^>44 

ZllO 

u' 

143 

-2Z4 

.322 

.436 

.572 

:iz4 

.634 

1.062 

J.-Lflfi 

his 

2183 

\C 

.\lL 

.196 

.2« 

.364 

.SOC 

-tV4 

.703 

.94-7 

/.ll? 

/.Sib 

Z.ooo 

62  BRAYTON  STANDARDS 

Beam  Reinforcement. 


Beam  reinforcement  is  shown  for  three  types 
of  beams,  similar  in  their  general  character.  The 
four-rod  type  of  beam  reinforcement  shown  upon 
page  64  is  the  simplest  form  and  the  one  recom- 
mended for  general  use.  For  interior  spans,  the 
four  rods  composing  the  beam  are  exactly  alike.  The 
truss  arrangement  is  formed  by  means  of  two  of  the 
rods  having  their  bent  portions  turned  each  way  in 
each  beam.  The  shear  in  the  beam  is  amply  pro- 
vided for  by  means  of  the  tension  rods,  which  extend 
to  the  top  chord  and  continue  over  the  point  of 
support,  and  also  by  means  of  the  shear  loops,  which 
are  spaced  on  an  average  of  twelve  inches  on  centers 
throughout  the  length  of  the  beam.  By  means  of 
their  interlocking  with  the  spacing  bar  and  slab  rods, 
these  shear  loops  thoroughly  tie  the  floor  slab  to  the 
beam  and  insure  its  action  as  a  tee-section. 

There  is  no  ironclad  rule  to  determine  the 
depth  of  a  beam  so  long  as  all  stresses  are  cared  for, 
but  in  general  it  ought  to  be  assumed  that  the  height 
of  a  beam,  from  the  top  of  the  slab  to  the  extreme 
bottom  of  the  concrete,  is  at  least  equal,  in  inches, 
to  the  span  of  the  beam  in  feet. 

The  sizes  of  loops  which  should  be  used  with 
beams  of  various  heights  are  given  in  the  table  on 
page  75. 

For  end  spans  of  beams  a  slightly  different  form 
of  rod  is  shown. 

The  six-rod  type  of  beam  shown  on  page  65 
is  exactly  like  the  four-rod  type  except  that  two 
straight  rods  in  the  lower  portion  of  the  beam  have 
been  added.  This  is  merely  a  convenient  way  of 
increasing  the  strength  of  the  four-rod  type  of  beam. 

Care  should  be  taken  in  designing  these  beams 


BRAYTON  STANDARDS  63 

that  they  are  not  assumed  so  shallow  that  the  com- 
pression flange  of  the  beam,  together  with  the 
assistance  of  the  slab,  is  not  sufficient  to  equal  the 
tension  in  the  rods  used.  To  avoid  this  a  deep  beam 
should  be  assumed,  if  possible.  If  not,  steel  must 
be  placed  in  the  compression  flange  to  give  assistance 
to  the  concrete. 

The  eight-rod  type  of  beam  reinforcement  is 
shown  upon  page  66.  This  type  is  used  where  ex- 
ceedingly heavy  girders  are  required,  and  especially 
where  the  shear  in  the  girders  is  a  maximum,  the 
great  number  of  rods  passing  up  on  the  diagonal  at 
each  end,  together  with  the  horizontal  ends  of  the 
rods  at  the  bottom  extending  into  the  column,  pro- 
viding an  abundance  of  shear.  The  designer  should 
take  into  consideration  the  compression  strains  de- 
veloped in  the  compression  chord,  and  should  also 
provide  a  beam  of  sufficient  width  to  give  room  for 
the  placing  of  the  rods. 


64 


BRAYTON  STANDARDS 


BRAYTON  STANDARDS 


66 


!f  BRAYTON  STANDARDS 


BRAYTON  STANDARDS  67 

Bending  Moment  in  Beams. 

The  bending  moment  in  uniformly  loaded 
beams  for  simple  spans  from  5  feet  to  50  feet  long, 
and  for  total  live  plus  dead  loads  of  from  5,000 
pounds  to  100,000  pounds  is  given  in  the  tables  on 
pages  68,  and  70.  These  tables  of  bending  moment 
are  to  be  used  in  connection  with  the  moment  of 
resistance  tables  for  beams,  given  upon  pages  72, 
and  74  It  is  understood  that  the  moment  of  re- 
sistance in  any  beam  must  always  exceed  the  bending 
moment  given  in  these  tables. 

Example  :  What  is  the  bending  moment  in  foot 
pounds  in  a  beam  of  16-foot  span  under  a  total 
uniform  load  of  35,000  pounds  ?  Answer  :  70,000 
foot  pounds. 

Example:  What  reinforced  concrete  beam  will 
resist  this  bending  moment  of  70,000  foot  pounds  ? 
Answer  :  From  page  72  a  beam  of  the  standard 
four-rod  type  having  a  total  depth  of  22"  and  four 
V  rods  for  reinforcement  will  give  a  moment  of 
resistance  of  70,000  foot  pounds.  If  a  shallower 
beam  is  required,  one  of  18"  depth  and  having  four 
l/^"  rods  will  give  the  required  moment  of  resist- 
ance. 

For  beams  having  concentrated  loads  the 
bending  moment  must  be  calculated  by  the  usual 
methods,  as  explained  in  text  books  on  mechanics. 


Pf  BRAYTON  STANDARDS 


Bending  Moment  in  Beams. 


BLND!NQMOMLNTlwroOT  POUNDS 
IN  SIMPLH  ftnAMs  —  M-^WL 

! 

5PAN 

(jNiroRM  LOAD  IN  PDUND^*  DtAj)««-Livt 

5oo^L<iooo* 

*fooo 

d  ooo 

9ooo|  lOooo 

/Sooo 

5* 

^  1  o  o 

Moo 

44oo 

Sooo 

5Goo 

43oo 

^4oo 

£>' 

3C>oo 

45oo 

53oo 

6000 

4700 

7.5oo 

Il3oo 

Tj 

44oo 

53oo 

42oo 

7ooo 

19oo 

&^00 

(32oo 

6' 

5ooo 

<e»OOO 

7ooo 

ftooo 

Sooo 

ioooo 

(Sooo 

9' 

5Loo 

^ftoo 

79oo 

9ooo 

lOZoo 

\  1  ZOO 

tlooo 

Jo'  j<2»2oo 

7500 

6ftoo 

loooe 

1  J-200 

|25oo 

(&-TOO 

It' 

49oo 

8200 

<^4oo 

llooo 

I23oo 

|32oe 

Zosoo 

12' 

75oo 

Sooo 

losoo 

Itooo 

!3Soo 

ISooe 

22500 

13' 

azoo 

9ooo 

1  15oo 

/3ooo 

l4-7oo 

!42oo 

2*5o« 

Ll4' 

dftoo 

loJoo 

12300 

(4ooo 

i57oo 

17500 

24zoo 

15 

94oo 

IJZoo 

I32oo 

fSooo 

I7OOO 

IB7oo 

iBooo 

14,' 

lOooo 

CZooo 

14ooo 

16000 

J8ooo 

Zcooo 

3oooo 

IT' 

io4»oo 

12700 

ISooo 

ITooo 

19000 

21200 

32.000 

ie>' 

I13oo 

j35oo 

IS-TOO 

I8ooo 

Zo^Jo 

Z25oo 

34ooo 

19*    )I7oo 

J4-ZOO 

lC,6oo 

J9ooo 

ZI4-00 

23100 

3S5oo 

20   1  IZSoo 

iSooo 

nsoo 

Zoooo 

Z-2-Soo 

ZSooo 

375oo 

El' 

15100 

16300 

Ziooo 

23000 

Z^ooo 

335-00 

ZZ 

tfcSoo 

i&Zoo 

22  ooo 

Z4Soo 

Z/TSoo 

4looo 

23' 

Zoooo 

23ooo 

2S700 

zs7oo 

4^000 

24 

Ziooo 

2,4ooo 

21ooo 

3oooo 

4^000 

Sup 

2^ooo 

2^300 

3ZSOO 

49ooo 

ELS  ooo 

3l5oo 

35ooo 

SZSoo 

3o' 

338oo 

37SOO 

54  ooo 

3S' 

44ooo 

6(oOOO 

4o 

ISooo 

45' 

I50' 

BRAYTON  STANDARDS 


69 


Bending  Moment  in  Beams. 


bUNDlNq  MOMLNT  '"FooT^bUHDs 
IN  SISAPLE.  D.E.AMS     M-gWL- 

bpyu 

UNiFj 

?RM  LOAD  IN  POUNDS-  LIVC.-»-DE.AD  • 

Zoooo 

ZSooo 

30000 

35000* 

4oooo 

4-Sooo 

5' 

IZSoo 

I56oe 

J£©oo 

IS 

\Sooo 

ie0  oo 

2.ZSoo 

7' 

ITSoo 

2.2OOO 

Z(07Joo 

3Jooo 

&' 

2.0000 

25000 

3oooo 

35ooo 

91 

ZZ5oo 

2  do  oo 

34coo 

39ooo 

4,srooo 

\d 

ZSooo 

31000 

3T5oo 

435oo 

5oooo 

54eoo 

M' 

Z75oo 

34ooo 

4looo 

46ooo 

55ooo 

6Zooo 

!  iz' 

3oooo 

3lSoo 

4Sooo 

52^oo 

60000 

<->Booo 

13' 

3ZSoo 

4looo 

4-£>ooo 

5Tooo 

65ooo|  73ooo 

14 

35ooo 

44ooo 

53ooo 

4looo 

"loooo    T8ooo 

IS' 

3l5oo 

4"Tooo 

54,ooo 

44>ooo 

"]5ooo     &4ooo 

)6' 

4cooo 

Soo^o    <*>oooo 

TOOCSO 

©0000 

9oooo 

n' 

42Soo 

53ooo|    44-ooo 

74ooo 

£»Sooo 

54»ooo 

16 

4-6  ooo 

Skooo 

^,e>ooo 

7^000 

9oooo 

^CZooo 

13' 

47Soo 

5Soooj    7|ooo 

63ooo 

9SOOO 

lofooo 

Zo' 

Soooo 

(oZSoo 

TSooo 

e7Soo 

iooooo 

(JZ-Soo 

2|'      5Z5oo 

Ce><^000       "19000 

9-Zooo 

lOSooo 

1  !e»ooo 

ZZ'lj    55ooo 

(oSOOO 

83ooo 

9^,06)0 

t  1  o  ooo 

JZ4ooc 

Z3'||    575oo 

IZooo 

6G>ooo 

JOoooo 

1  ISooo 

I^GOOO 

24         £>OOOO 

T5ooo 

3oooo 

Io5ooo 

1*2.0000 

135000 

it: 

£>5ooo 

61000 

9aooo 

1  14-000 

I3oooo 

lATooo 

-2.e> 

Toooo 

ftfooo 

Io5ooo 

!Z2ooo 

/4-Gooo 

ISTooo 

3o 

i    ISooo 

94ooo  11  3ooo 

131000 

ISoooo 

|C>6ooo 

3£ 

Sdoeo 

I  loooo 

!3oooo 

(SZooo 

IT5ooo 

I9tooo 

4o 

1  00000 

12-Sooo 

iSoooo 

IlSooo 

Zooooo 

225ooo 

45  ' 

113000 

(4oooc 

iGBooo 

!96ooo 

225ooo 

252ooo 

So* 

1  ZSooo 

15^000 

l&looo 

2ZOOOC 

ZSoooe 

2.6oooc 

BRAYTON  STANDARDS 


Bending  Moment  in  Beams. 


E>HMD1NQ  McMLNT'"fOOTPoUN& 

IN    5IMPL.E.  RE-AH5     -     M  =  ~Wi- 

UNirOJ2.M  LOADIH  POUNDS  ••L-NE.-*  DEAD 

5  PAH 

5oooo 

&OOOO 

7o  oooj  Booo  o  j   ^oooojloooec 

lo' 

<Z>ZOOO 

TSooo 

FT 

G>3ooo 

63ooo      9looo 

(  {  Oooo 

iz' 

75°oo 

Soooo 

)  oSooo 

iZOooo     135ooe 

1  Soooo 

13' 

Siooo 

9flooo    I  1  S'ooo 

|3oooo    (4Gooo 

\<±TJOO<* 

14 

6&ooo 

loSooo 

I  ZZooo 

I4oooo    (56ooo 

I75ooo 

15 

94ooo 

1  I3ooo 

13Zooo 

ISooooj  1^0000 

I67ooo 

16 

looooo 

IZoooo 

I4oooo 

JG^ooo 

180000 

Zooooa 

n' 

IfiTooo 

lZ7ooo 

ISoooo 

|*7oooo 

192000 

Z!-3ooo 

16 

I  I  3oeo  |  !  3Sooo 

JSTooo 

18>oooo 

2  03x300 

Z-2uSooo 

J9' 

I  I6ooo 

142.000 

IC4>OOO 

I  90000 

Z)3ooo 

Z37ooo 

Zo 

IZSooo 

ISoooo 

nsooo 

2.ooooo 

Z2.Sooe 

ZSoooo 

zt  ' 

13)  ooo 

IS7ooo 

1  84-000 

Zioooo 

Z35ooo 

2^Zooo 

ZZ 

I3fooo 

lC»Sooo 

l9Zooo 

Z.2oooo 

ZAioo^ 

ZISooo 

Z3' 

!43ooo 

iTZooo 

Zoooeo 

23oooo 

ZSTooo 

ZS(booo 

Z4 

iSoooo 

(60000 

2loooo 

Zoooeo 

ZToooo 

300000 

2^' 
ZB 

J6»7.ooo 

(94000 

ZZ7ooo 

Zioooo 

Z9Zooo 

3ZSooo 

HSooo 

Z1.  oooo 

Z-W-ooo 

ZSoooo 

3lZooo 

3Soooo 

3o' 

l&looo 

ZXSooo 

Z^>looo 

3ooooo 

33Sooo 

37«£ooo 

3S' 

zjeooo 

Z^Zoeo 

3oSooo 

35ooe»o 

330000 

43Sooo 

4o 

ZSoooo 

3ooooo 

2>Soooo 

^fooooo 

4^0000 

Sooooo 

4Sr 

Zfiooeo 

2>iGooo 

392.ooo 

4S  00  00 

*5oS°oo 

5^>OOOO 

£o 

3lZooo 

3*TSooo 

43Sooo 

Sooooo 

SGoooo 

4ZSooo 

BRAYTON  STANDARDS  71 

Moment  of  Resistance  in  Beams. 


The  tables  on  pages  72,  and  74,  give  the 
moment  of  resistance  in  foot  pounds,  for  beams  from 
10"  to  36"  in  depth,  and  containing  rods  from  ^" 
to  IX"  in  diameter,  and  of  the  four-rod,  six-rod 
and  eight-rod  types,  illustrated  on  pages  64,  and 
66.  These  tables  maybe  used  either  in  connection 
with  the  bending  moment  in  beams  having  concen- 
trated or  uniform  loads. 

Example  :  If  a  beam  is  to  be  20"  in  depth  and 
must  have  a  moment  of  resistance  of  49,000  foot 
pounds,  what  size  rods  will  be  required  ?  Answer  : 
Four  y%"  rods.  The  table  also  indicates  that  the  ten- 
sion area  of  the  four  fa"  rods  is  2. 405  square  inches, 
that  the  tension  value  of  these  rods  at  16,000  pounds 
per  square  inch  is  38,800  pounds  and  that  the  effect- 
ive depth  in  a  20"  beam  is  1.27  feet.  The  effective 
depth  means  the  distance  from  the  center  of  tension 
to  the  center  of  compression. 

In  connection  with  these  beams  of  the  four, 
six,  and  eight-rod  types,  loops  must  be  provided  of 
various  sizes  according  to  the  depth  of  the  beam. 
The  table  on  page  75  indicates  the  size  of  the  loops, 
together  with  the  length  of  the  pieces  and  the 
weight  required  for  various  heights  of  beams.  It  is 
usual  to  space  these  loops  closer  at  the  ends  of  the 
beam  than  at  the  center,  but  on  an  average  there 
should  be  a  loop  for  each  foot  of  length.  The  es- 
timator will  note  that  the  fourth  column,  which 
gives  the  weight  of  the  loop,  will  also  give  the 
weight  of  loops  per  lineal  foot  of  beam  if  the  above 
rule  is  followed,  and  in  estimating,  if  the  lineal  feet 
of  beam  are  taken,  the  weight  of  the  loops  required 
{s  readily  calculated. 


72 


BRAYTON  STANDARDS 


Four-Rod  Type  of  Beams. 


MOMENT*-  RESISTANCE. 
•  IN  FOOT  POUNDS- 

P.OUND  "&OD3 

4-k" 

*JE 

^-r 

4-  1' 

4-1* 

4-i| 

TOTAL-  A^tA 

or  Tops 

.1654 

1.ZZ1 

1.U1 

Z4o5 

3.1416 

3.314 

"Tr.Ni\<m  VALUE 
<S  16ooo*a* 

1Z5oo 

Zo^oo 

Z53oo 

386oo 

Soooo 

G^ooo 

i 

H 
Q. 
Id 

D 

ui 
> 

f 

0 
M 

|u 

U 
/ 

i 
4 

u 

fQ 

k. 
0 

h 
I 

vT 
ia 

X 

Jo11 

.stf 

7ooo 

Il4oo 

I58oo 

znoo 

11" 

.64 

6000 

ISooo 

laooo 

24Too 

- 

12" 

.11' 

asso 

144oo 

Zoooo 

ZTSoo 

355oo 

13' 

.78 

3Too 

15800 

ZZooo 

3^000 

39ooo 

14" 

.&5* 

iotoo 

IT300 

24ooo 

33ooo 

42  Soo 

54Soo 

15" 

.92 

II  Soo 

15  ^00 

24>ooo 

35Soo 

44Soo 

5&5oo 

1G" 

.99 

I24oo 

ZOJOO 

Zdooo 

3SSoo 

Soooo 

G4ooo 

It 

Lot 

I52oo 

Zl6oo 

30000 

4(ooo 

53^00 

6aooo 

1ft" 

U3 

(4ooo 

Z^ooo 

320oo 

44ooo 

S6,5oo 

73ooo 

19" 

iZo 

ISooo 

24-*00 

34ooo 

4&Soo 

(aOOOO 

nooo 

to" 

1.2T 

IS  600 

24ooo 

3&000 

49Soo 

C.3500 

6^000 

Zl" 

1.34 

ZTooo 

31doo 

52000 

Glooo 

d&ooo 

Zt" 

1.4o 

ZASoo 

3SSOO 

54000 

Toooo 

&9ooo 

Z3' 

1.46 

-42000 

5TSoo 

*74oeo 

9Sooo 

24" 

1.55 

-^"5500 

(Soooo 

TTSoo 

99000 

25" 

I.W' 

>JSSoo 

CZSoo 

3looo 

\o4ooo 

BRAYTON  STANDARDS 


Six-Rod  Type  of  Beams. 


MOMENTA  £.L!)i3TANcr 

IN  TOOT  POUNDS 

R-OOND^ODS 

r   5" 
G*a 

(     i" 

^"A 

c4" 

6-1" 

£-£ 

,  ,r 

6»-l4 

TOTAU  A  12-  El-  A 
or  "EoDS 

I8»4o8 

Zt5o8 

3&o18 

41114 

5.^4,4 

1.3^32 

Tc.  M  i  i  L.E.  VA  LU  E. 
<S  t&ooo*fl 

134oo 

424oo 

511oo 

154oo 

95400 

llfioo 

•  HCIQHT  otr  E>tAM  \  LrriLCTiVE-  DE.PTM- 

15' 

9Z 

2.1  o  oo 

3>9oe« 

53leo 

i£ 

•99' 

£9loe 

42o<?o 

5T  loo 

If 

lot 

3(  loo 

45oo« 

Gl'Zeo 

60000 

IB* 

Ms' 

332oo 

46ooe> 

6S2oo 

65zoo 

19" 

l.Zo' 

353oo 

50900 

69Zoo 

9oSoo 

(IS'ooo 

2o" 

in* 

373eo 

539oo 

13teo 

9Sloo 

i-2.|oo» 

21" 

134 

394oo 

54,00. 

175oe 

loloeo 

IZftoOe 

lS8ooo 

2?" 

Uo 

4!zoo 

S94o» 

£ofloo 

(OSSoo 

]33ooo 

)(»5ooo 

23" 

148 

435oo 

&2to. 

8S<eo 

It  l6oe 

I4looo 

|14ooo 

Z4" 

155 

45600 

tSI-Zo 

89Soo 

M(^&00 

lABoe- 

I&l4*o 

25" 

1.62 

4aioc* 

93£oo 

17.7.000 

iSSooo 

\3looo 

2(~" 

1C9 

"IIC.OO 

SISoo 

IZ140P 

l&IZoo 

I99ooo 

21" 

nc,' 

lolSoo 

13-Zloo 

)(,eooo 

Zo/fooo 

Z6* 

1.63 

loS&o» 

I36ooo 

174-Soo 

2j4ooo 

29" 

l.9o 

143  3  oo 

(diooe 

ZZAooa 

3o" 

iW 

\43ooo 

la&ooo 

t3Zooo 

74 


BRAYTON  STANDARDS 


Eight-Rod  Type  of  Beams. 


MO  ME1NT  -12.  t-0  1  STANCE! 

-m    FOOT   POOHDS* 

^OUNOl^OOJ 

s-l' 

A     ^" 
0^± 

*-l" 

6-1" 

*4' 

^ 

TOT/M-A^LA 

or  "Bops 

0" 

Z454 

3^34 

4;6lo 

(;.Z83 

T95Z 

9.816 

Y£N$ll-*-V/kuu«- 
Q  Ikooo**0" 

3^Zo< 

SCSoo 

Tlooo 

looSoo 

IZlooc 

ISIooo 

I 

H 
p. 

U 

O 

Jj 

> 

I] 

u 

Iu 
IL- 

u 
X 

2 

< 
Kl 
fO 

k 

0 

h 
r 
0 

u 

r 

Zl' 

i.34 

5ZSeo 

ISToo 

tO^^Z-oo 

Z211 

1.4o' 

SSooo 

191oo 

lot  ©oo 

|4oloo 

23" 

J.4& 

Saooo 

&3<ioo 

114ooo 

|4&noo 

Z4" 

1.55 

^.oloo 

aisoo 

119-Soo 

jsseoo 

lyiooo 

Z5" 

1.^' 

6»2>Soo 

9lSoo 

IT.-VIOO 

»6xe>oo 

ZoSloo 

26," 

1.63 

CaG^OO 

^SSoo 

^0^00 

llooeo 

X  14-^00 

z4sioo 

Z7" 

nc: 

<L3ooo 

SSSoo 

I35TSOO 

nkaoo 

Z-2L*>Soe 

Tltioo 

za* 

1.53 

Tnoo 

|o3Aoo 

lAo^oo 

)839oo 

Zi-i4oc 

2^1*.oo 

• 

Z9 

1.90 

iOftZ-oo 

J44^oo 

I2)»ooo 

2-412.00 

Z963«>o 

3eT 

\yi 

ii  I  3oo 

ISnoo 

l^aooo 

2LSo2^o 

3  o^oo 

31" 

ZfAr 

nssoo 

ISTTooo 

ZoSooo 

ZS^Ooo 

37.0000 

32* 

Zlo' 

\ieioo 

l^noo 

2.1  1  ooo 

Z6G.loo 

330000 

33* 

z.n 

Klooo 

2.1  Bo  oo 

zis4»a 

34-onoo 

34 

z-zC 

H4ooo 

27.^100 

Z-Clooo 

^S4-8oo 

35' 

23S 

Ifclooo 

Z^oo 

i^ftSOo 

M*oo« 

36' 

Z4o' 

laA^oo 

iA-\ooo 

3o4«oo 

3TCCk>o 

BRAYTON  STANDARDS 


75 


Shear  Loops  fop  Beams. 


3HE.AC> 

LL»!°T? 

WniC-HT- 

S.XtOFDXK 

l_tHc,TH  -REQD 

WEICHT  or  CMC  LOOP 

1 

1  <=>• 

^-x<4' 

Z'-  1  o* 

0.   9-z.* 

I  l" 

- 

3'-  Z" 

J   .  osi" 

i  z" 

" 

3'-  £," 

1      /  z¥ 

}  3" 

• 

3'-)o" 

J  .   zV 

1  4" 

, 

4'  -2" 

1  .  34* 

I  s" 

,. 

4'  -  £," 

!  .  44* 

)  £/' 

r  *  &! 

^-'-/o" 

Z.  07* 

J  7" 

- 

s'-  z" 

Z..  -2.    I* 

J  a" 

• 

5'-  6" 

Z.     34* 

l  s>" 

• 

S-'-Io" 

z    47* 

Z,o" 

• 

G'-  z." 

Z.  £,<!* 

2  r 

1 

£,'-£," 

Z.  7  4,e 

2  2." 

n 

<^'-]o" 

Z  .  So* 

Z  3" 

.. 

7'-  ^2" 

3  -  o  •^f- 

24" 

N 

T'-^* 

2>  •    J  *^>  * 

z  -s" 

'. 

T-lo" 

3.   3  3.* 

-z  6" 

* 

e>-  z" 

3    4T 

27' 

« 

e>'-  ^" 

3-    ^2." 

ze.' 

" 

£>'-  Jo" 

3.   7  6* 

Z  £/ 

• 

9-  •2." 

3  .  5^  c* 

3  «=>" 

li'^i" 

S'-  C," 

c.  oe>* 

3  r 

H 

9'-  Jo' 

6,  .  2a" 

3  2L" 

ft 

Jo'-z" 

4.^-c,* 

3  3" 

" 

lo'-  ^,w 

<^.  7^-* 

34" 

" 

Jo'-Jo" 

^    s>^" 

3S" 

H 

n1-  2* 

7.    J4-* 

3<^" 

" 

ir~<^" 

7.   2>6" 

76  BRAYTON  STANDARDS 

Columns. 


From  pages  78  to  85  are  given  the  capacities 
of  reinforced  concrete  columns  ranging  in  size 
from  10"xlO"  over  all  dimensions,  to  24"x24", 
all  the  different  sizes  of  columns  having  the  sizes 
of  rods  practical  to  be  used,  the  area  of  the  steel 
corresponding  to  the  rods,  the  weight  of  rods  per 
lineal  foot  of  column,  the  maximum  height  at 
which  the  column  should  be  used  for  its  full  capa- 
city, and  the  full  capacity  of  the  column  under  the 
conditions  stated. 

In  these  columns  the  net  cross-sectional  area 
of  the  concrete,  with  the  exception  of  one  inch 
around  its  perimeter,  has  been  calculated  at  350 
pounds  per  square  inch  direct  compression.  The 
steel  rods  have  been  calculated  at  a  compressive 
value  of  12,000  pounds  per  square  inch. 

It  is  considered  that  in  a  concrete  column  for 
the  sake  of  economy,  the  outside  dimensions  will 
be  the  same  from  the  bottom  to  the  top  of  the 
building,  and  that  the  concrete  with  the  exception 
of  a  slight  difference  in  net  area  will  carry  the 
same  amount  of  load,  but  that  the  rods  will  change 
in  size  as  the  total  load  changes,  the  steel  being 
added  in  sufficient  amount  to  give  the  total  re- 
quired capacity  at  the  unit  stresses  already  given. 

It  will  be  noticed  that  no  attempt  has  been 
made  to  keep  the  proper  ratio  of  the  modulae  of 
elasticity  of  the  concrete  and  the  steel.  If  the 
ratio  was  assumed  to  be  12,  and  the  concrete  pres- 
sure kept  at  the  point  usually  assumed,  the  steel 
would  be  necessarily  figured  at  so  low  a  value  as  to 
make  the  use  of  the  column  prohibitive  on  ac- 
count of  its  expense. 

Some  authorities  recommend  stressing  the 
concrete  on  the  diameters  here  given,  to  as  high 


BRAYTON  STANDARDS  77 

as  700  pounds  per  square  inch.  It  will  be  found 
in  the  majority  of  cases  of  the  columns  herein 
given,  that  if  the  test  were  applied  as  to  the  ratio 
of  the  modulae  of  elasticity  being  12,  that  the  con- 
crete is  not  stressed  beyond  700  pounds  per  square 
inch,  and  it  will  be  found  in  the  same  columns, 
that  if  the  value  is  assumed  700  pounds  per  square 
inch  on  the  concrete,  that  the  steel  pressure  is 
extremely  low,  which  puts  the  columns  on  a  most 
conservative  basis. 

On  the  other  hand,  in  those  columns  where 
because  of  the  ratio  of  12,  the  concrete  is  appar- 
ently stressed  beyond  the  safe  point,  it  will  be 
found  invariably,  that  the  steel  might  be  assumed 
to  carry  the  entire  load,  without  assistance  from 
the  concrete,  without  being  stressed  to  more  than 
13,000  pounds  or  14,000  per  square  inch,  which 
is  abundantly  safe  in  itself. 

Regardless  of  what  the  modulae  of  elasticity 
may  be,  the  columns  as  given  here  are  considered 
by  many  engineers  to  be  extremely  conservative, 
and  have  given  satisfaction  in  some  of  the  most 
prominent  concrete  buildings  in  the  United  States. 

Concrete  for  use  in  columns  should  be  mixed 
in  the  proportions  of  one  part  of  portland  cement, 
to  two  parts  of  sand,  to  four  parts  of  hazelnut 
stones. 

Column  reinforcement  is  shown  on  pages  64 
to  65  in  connection  with  the  four-rod  type  of  beam. 
A  section  through  the  column  shows  how  the 
binders  which  are  formed  of  round  rods  are  placed 
about  the  vertical  column  rods  to  form  a  tie.  The 
principal  advantage  in  this  form  of  binders  is  that 
it  provides  a  space  down  the  center  of  the  column 
for  the  placing  of  the  concrete,  and  for  the  pudd- 
ling required  to  bring  the  cement  in  close  contact 
with  the  steel. 


78 


BRAYTON  STANDARDS 


Ten  Inch  Column. 


COLUMN     lo"*1o' 

CONCR.E.TC.  <»,  35o*°           JTE.E.U®-  iT-ood1" 

1SOUMD     C.OC>.S> 

SAKE.  I-OAD  ^ 

{HO. 

DlA- 

j5T«^  |ToT*i-W-r  p.^TboT 

HEf^MT  <^IVE-H 

4 

3" 

-4 

LTCT 

6.0  1* 

lo' 

4-2.000* 

4 

i" 

a.4cf 

a.  id 

10    .. 

5  2.  0  .0  0 

4 

1" 

fl* 

3.14 

lo.  G&^ 

12.' 

5£>o  o  o 

4 

i 

3£f 

13-52," 

14-' 
G>  £>  o  o  o* 

4 

*" 

4.9o" 

ic.taT 

1C,' 
1  9oo  o 

4 

ii' 

5.34 

Ze>.  12)^ 

iV 

3  J  o  o  o* 

4 

IE" 

f.p6 

Z.4.o2>* 

lo' 
I  o4-ooo 

4 

ig 

S.79 

^G.^o* 

16' 

1  J  T  o  oo* 

4 

if 

S.4Z* 

3Z.t  {  * 

ie' 

i  34*o  o  o 

4 

,-»" 

is 

1U4 

31.  SS* 

io' 
14-9  o  o  o* 

2" 

JZ.54 

4z.7z" 

!&' 

!  &*t  000 

BRAYTON  STANDARDS 


79 


Twelve  Inch  Column. 


COLUMN!       1Z,"*1Z" 

CONGT2.*--TZ_    &    35O*°                    ^)TC.t.L_    €     \ZOOO~' 

"R.OUND    J2.Or>>±> 

^AF'tL    i—  O>^O     »o«- 

No. 

Dl*. 

ToTvVi- 
A.K.IHA 

To>r>^i->^'T   p«e*fboT 

Ht^HT    (T^VtM 

a 

4 

a  ' 

353 

iz.o^* 

J2.' 

75  000^ 

6 

i" 

4ai°" 

I&.3S* 

\C^ 
9oooo 

a 

I" 

4.26 

ZJ.34* 

Zo' 
1  o"T  o  oo 

e> 

18 

195° 

21.  o3>* 

zx' 

I2T  oo  o* 

a 

m 

li 

o' 

5>.e>i 

33,  36* 

7.  -2.' 

149  o  oo 

e> 

*a 

11.86° 

40.38* 

27:' 
I73oo  o* 

e> 

tf 

14.  J  3° 

4a.o4* 

Z2.' 

I99ooo^ 

a 

1|" 

I&.S9 

54.4  r 

2-z.' 
2.7-5"oo  o*" 

e> 

«*' 

J9.24 

4S.4Z^ 

22.' 

ZSSooo 

e> 

ii 

o  ** 

ZZ.OS 

Tff.-lo* 

zz' 

41 
29o<oo  o 

8 

z' 

iS.I/ 

6S.44* 

T.-2.' 
32.5000^ 

80 


BRAYTON  STANDARDS 


Fourteen  Inch  Column. 


COLUMN    14-14" 

CONC&E.TE.  @.2>5o*°                ^TELE.LCS.  Izooo** 

•ROU  HD  £ZoD*3 

^)AFE.   L-OAO    ^«c. 
CLOL-UMMi     ^T 
Mr-l^HT    «^\VS.H 

|Ho 

DJA 

TOTA^E.A   |roTAuWr  T«TT 

e> 

I" 

3.53>°* 

7P 

IT-   OZ 

14-' 
9  o  ooo* 

a 

£ 

4.oC°' 

l^.ss"" 

14.' 
1  0  S  0  0  0 

& 

i" 

G.zeT' 

2).   2»<a* 

J51 

1  *Z.  *Z.  o  o  <=> 

& 

IE" 

7.9S°* 

ZT.oS* 

/e/ 
!4-*2-o  o  <» 

a 

M? 

9L  81°" 

33.  3  a* 

T°                           * 

|<oA   000 

45 

H" 

M.fte0' 

«0,36* 

Z2' 

^S  BOO  o 

5 

li" 

14.  J  30// 

4d.o^* 

2*'                              * 
7L  t  Aoo  0 

& 

>l" 

\t»9*f 

5<i.4I* 

2X-'                                 ^ 

2X-O  ooo 

'£> 

•*" 

I  9.  Z-f"" 

<i5.4Z* 

^'                         * 
Z.-J  -4000 

a 

il" 

» 
ZTL.oA- 

TS.  lo* 

^'                         » 
3oS  ooo 

e> 

^" 

Z^.J3^ 

<95.44* 

**'                         * 
3^.0  ooo 

6 

i* 

Z6.310" 

96».46* 

24' 

38  B  o  oo 

6 

zi" 

31.81° 

)oe>.  ^cT 

2Ax 
^Vzo  ooo 

a 

z!" 

3S.44°" 

JZo.  S4* 

•Z4-'                         ^ 
4-doo  eo 

a 

zi" 

33.  Z4* 

133.  S  2* 

**•'                       * 
JTo  -4-000 

6 

»i 

43.  -Zg)0" 

I4T.7.0* 

24' 
^"S1  oc»oo    f  . 

e> 

a" 

a" 

4T  SZ 

JC,  J.^o* 

2A'                              ^ 
CD  O  O  ooo 

a 

*i* 

5-J.32° 

nc..s&* 

**•' 
<j^g-o  ooo 

BRAYTON  STANDARDS 


81 


Sixteen  Inch  Column. 


COLUMN 


16 


1*2.000* 


H 


DlA.i 


Wx  PS.R 


LOAD  *•< 

Coi-UN^H^    AT 


J  Z3o  o  o 


1  -4-  o  o  o  o 


a 

6 


, 

|Q»O  OOO 


33. 


# 
(  8  Zo  oo 


11.86° 


46.3d 


i 


14.  J3° 


56.41* 


So' 


2.5  ^  o  o  o 


29*2.00  o 


6 

a 


1  K 

IS 


15,10* 


Z5.13° 


8S.44' 


35  &ooo 


Z.& 


3o' 


ti 


31. 


3S.44° 


•4-7  €>  o  oo 


5Z2.  ooo 


6 

_a_ 
a 


G  J  g>  oo  o 


zi 


0  0  0 


3s" 


3o' 

• 


•7  *r  a  o  o  o 


6 


34 


30' 


O  3  8  o 


82 


BRAYTON  STANDARDS 


Eighteen  Inch  Column. 


COLUMN     !&"* 

CONC.RE.Tr-  <£  35  0*°*               3TJL, 

16" 

FLL_  e  1zocx>*°" 

32.0UND     T20D^> 

S^TrilL    i_OXK  D    FoK 
dlOt_UMM2>     AT 

Mtlfj'MT  ^WtM 

No. 

*>•*  r^rrA 

ToTAuW-r  p»*T=~r 

8 

I* 

^.Z6a' 

?-t.  3C.* 

IB' 
1  G-Z.  ooo 

s> 

SL 

7.95°* 

ZT.  03* 

2o'                            „ 
IS  7.000 

8> 

li" 

W 

33.3ft* 

Zf                         * 
Zo-4  ooo 

8 

ll" 

11.86°" 

40.3*" 

Zd1                                ^ 

ZZ  ©  ooo 

8 

li" 

14,13°" 

46.o4* 

3o'                              ^ 
254  ooo 

a 

£ 

K.ST9" 

SC^4JI* 

3Z'                           ,r 

/1O  0  0  00 

a 

|T 

J9.Z4°' 

GS.4Z* 

34-'                           »• 
.      3  t  4  ooo 

6 

si 

2Z.o4 

15.  la* 

34*5*0  oo 

8 

2" 

0" 

ZS.(3 

85.44* 

34.'  ^                        * 
38o  ooo 

6 

26" 

ae>.3T°* 

9k.4e>"1 

4Ze  ooo*" 

e 

z£ 

3i.ai°" 

ioS.l^* 

3C-                          * 
4(^  o  ooo 

6 

*I 

35.44°' 

IZo.St" 

5t'     c 

5o  o  ooo 

6 

z* 

39.7ZT 

133.SZ* 

S4-4ooo* 

© 

*r 

43.Z©°' 

(47.Zo^ 

3C                              ^ 
S9  o  o  oo 

8 

*£ 

41.52"' 

1  (o  J.  40* 

it'                            , 
G4-o  ooo 

6 

5i 

5J.9ZD" 

n^s4* 

G9  o  ooo 

6 

3" 

5(^.54-^ 

19Z.-ZA* 

3t<   744000* 

6 

5^ 

0,1.3^" 

Zoe  64* 

3f                                    *• 
^0  0    000 

6 

2>k 

4(o.3G°' 

ZZS.^o^ 

3C                               » 
©4o  000 

6 

3k 

1^.9)  6T" 

ZU.4,6* 

34'     r-                               " 

3G>  o  ooo 

BRAYTON  STANDARDS 


83 


Twenty  Inch  Column. 


COLUMN   2.0"*  2,0" 


Ho.   DJA  |T-^ 


A.D    *•* 

Cot_OMMi>.  AT 


8 


33. 


2Z1  ooo 


8 


£ 


I!.  66° 


46.36* 


. 
TLS  \  ooo 


14.  ) 


4s 


37.' 


_8_ 

_8_ 

6 


303000^ 


33T  o 


IS.lo* 


4o' 


•4S  I  o  oo 


z 


3L8i° 


40' 


-4e>3  o  oo 


4" 


35.44  c 


4o' 


5Z.2>ooo* 


_e^ 
_^ 

_8_ 

_e_ 
_a_ 

8 


39.ZG0 


•4.0' 


^ 
5<i?To  o  o 


141.  Zo* 


5*1.92.°" 


56.54° 


J92..Z4* 


>to' 


^ 
7  G^o  oo 


4-Q- 


j8^ 

_8^ 
8 


40' 


lOo3o  o  o 


68.3Z0" 


(14-3000 


\oo.52 


iooo 


84 


BRAYTON  STANDARDS 


Twenty-two  Inch  Column. 


COLUMN     2.2**  2Z" 

CoNCiecLTr.  <£.  35o    "             STC.ILL.  <£,  l2.ooo*° 

T2.0UND     32.0:03 

5,A,T-E.  L-0>XO    *>«. 
CoUUM  Ni     A>T 

Ht«  qnT  C[i  VE.H 

No.  |DiA. 

TOTAI- 
AFKC.A 

TOTAI.WT.  p£  K  T^T. 

8 

tf 

9.e)°" 

33.  3G* 

2C.'                                * 
Z5-4o  o  o 

6 

£ 

)  i  -66°' 

4o-3a* 

zs1                      » 

Z1   6000 

6 

il" 

14.  1  3° 

4-6.  oG* 

3Z'                               * 

3o4-  ooo 

& 

«f" 

1^.59° 

5C.4I* 

34.'                              *•" 
33OOOO 

6 

I* 

1  9.  ^^0 

65.  4Z- 

3S                              ^ 

36>  4-ooo 

6 

^ 

tt.o£ 

75-10* 

47-'                                     * 

39  5"o  oo 

£ 

2" 

15.  !3°* 

65.44* 

4-2.'                                      « 

4  3  o  ooo 

6 

Z& 

ZG^l0" 

9C*.48* 

AT!                        # 
47S  oo  o 

6 

zi" 

3J  -61° 

106.1G* 

4-Z'                                » 

5  J  o  o  oo 

6 

4" 

35.4-4° 

1  Zo.SG^ 

-4-Z'          «                      * 
5  5  O  o  o  o 

6 

•  * 

^^. 

39.ZG 

I33.5Z* 

4-z' 
5e4-o  oo 

6 

it 

43.  -Z.  6° 

J4T.ZO* 

4Z'                                 w 
<^,4.  O   O   OO 

6 

a 

41.  5Z°' 

1C,  J.G»o" 

£9  o  o  o  o 

6 

*£ 

5«.9ZQ" 

1TG,.S6.* 

AZ                                   # 

*7A  o  o  o  o 

e> 

3" 

5t.S4-° 

19-Z.,  z.-4° 

-«-2'                                  * 

794-  ooo 

8 

3^" 

6J.3-G 

Eoe-  G4* 

A-Z'                         * 

e>so  ooo 

6 

3i 

6G>.3G° 

Z-2.S.<»o 

4-z'                                  » 

9  i  o   ooo 

e> 

3k 

T^.94,0' 

261.  Ga* 

41  '                              *> 
\  O  3O  OOO 

a 

•>3 

^4- 

as  3zc 

300.4-6* 

A-Z                                        «> 

1  I~7o  «=»oo 

a 

4" 

o* 
(OO.51. 

34  1.6  A* 

4.71'                     » 

1  3o  o  o  o  o 

BRAYTON  STANDARDS 


85 


Twenty-four  Inch  Column. 


COLUMN   24" 


12.0UND 


HO.  |D  i 


HEIGHT 


^3.36 


1A' 


ZT5>  o  oo 


11.66°' 


3o  3  o  oo 


14.13 


32.  <3  o  oo 


ll" 


36' 


55"  ST  ooo 


6 


3  89  ooo 


75.  l 


44-' 


-4S  S  o  oo 


6 


is 


503000 


3I.6J 


1  OS.)  G 


53  S  o  oo 


44' 


ST  S  o  oo 


133.5 


44' 


f   °J  O  O  0 


I4T.7.0 


41- 


161.60 


44' 


T  1  5  ooo 


44' 


1  9  o  oo 


38 


44' 


» 
61  S  ooo 


3k 


2.GI.46* 


44' 


1  0  55"  ooo 


66.3 


1  I  95ooo 


ll»Z5ooo 


86  BRAYTON  STANDARDS 

Column  Binders. 


Column  binders,  regardless  of  the  size  of  the 
column  or  the  capacity  therein  should  be  of  the 
sizes  given  in  the  accompanying  table  on  page  87, 
and  in  all  cases  the  binders  should  be  spaced  12" 
on  centers.  The  table  gives  the  size  of  the  col- 
umn together  with  the  size  of  the  binder,  and  the 
length  of  the  pieces  from  which  it  is  made  in  feet 
and  inches,  and  its  total  weight  in  pounds.  These 
binders  are  based  upon  the  detail  given  upon  page 
64,  and  it  will  be  noticed  that  for  columns  larger 
than  10"xlO"  where  eight  rods  are  used,  each 
binder  consists  of  two  pieces,  the  one  set  on  the 
diagonal,  as  shown.  The  binders  being  spaced 
just  one  foot  on  centers,  the  weight  of  the  binders 
given  in  the  table  is  convenient  for  estimating  pur- 
poses, being  the  weight  per  lineal  foot  of  column. 


BRAYTON  STANDARDS 


87 


Column  Binders. 


•COLUMN  BINDE.T2.S- 

•SlZ-C.    ~* 

Io**lo" 

3" 

a 

I.Zo' 

It*  It" 

1" 

5L'-  3" 
3L  Jo" 

3.1  ' 

I4>  t  A* 

16 

I'-t- 

*,- 

1C-  14' 

1C 

5'-  -2." 

*«.• 

r 

4  '-<:,•• 

M 

15x16 

5'-  lo" 

s.ze 

i" 

S'-o" 

Zo*Zo 

z 

6T-6.' 

i.&<i 

S'-  £>" 

•* 

22*2z" 

z 

T'-Z* 

644 

C'-  o" 

24'*  24 

J_^ 

a'-  o" 

9.3V 

88  BRAYTON  STANDARDS 

Footings. 

A  reinforced  spread  footing  is  one  in  which  the 
reinforcement  is  used  to  give  the  footing  a  great 
spread  at  a  shallow  depth.  The  reinforcement 
should  be  always  arranged  to  take  care  of  the  shear 
in  the  concrete,  similar  to  that  shown  in  the  detail. 
The  column  is  given  a  bearing  on  these  footings, 
by  a  steel  plate  within  the  footing  and  short  pieces 
of  steel  of  the  same  diameter  as  the  column,  being 
of  steel  of  the  same  diameter  as  the  column  rods, 
being  ptovided  in  such  a  way  teat  the  column  may 
be  conveniently  started,  a  splice  being  formed  the 
same  as  at  any  floor  level  above. 

Footings  of  the  pyramid  type  do  not  require 
reinforcement,  as  the  concrete  is  of  such  form  as  to 
furnish  enough  tension  within  itself.  Usually  foot- 
ings of  this  character  are  supplied  with  cast  iron 
base  plates  underneath  the  columns.  This  base 
plate  is  most  conveniently  formed  of  the  box  type 
in  which  the  steel  rods  are  extended  to  the  bottom 
plate  of  the  cast  iron  base. 


BRAYTON  STANDARDS 


89 


Footing. 


PYRAMID COLOMH  fOOTtHQ" 


MALJT  PLAN- 


90 


BRAYTON  STANDARDS 


Footing. 


COLUMN  TOOTINC 


•5E.CT10N 


PLAN 


BRAYTON  STANDARDS  91 

Stairs. 


Stairs  in  reinforced  concrete  are  economical  and 
the  most  thoroughly  fireproof  type  of  stair  con- 
struction possible.  They  may  be  finished  on  top 
either  with  a  cement  finish,  or  merely  the  structural 
portions  of  the  stair  may  be  built  in  concrete,  and 
the  top  finished  with  marble,  mosaic,  cast  iron,  or 
other  material  suitable  to  the  architectural  require- 
ments. 

The  type  of  stairs  here  detailed  is  that  where 
stringers  are  not  used  but  the  treads  are  built  direct- 
ly upon  a  slab.  This  method  is  entirely  satisfactory 
for  short  spans.  Where  the  span  becomes  so  great 
that  the  dead  load  of  the  stairs  plus  the  live  load 
requires  a  very  thick  slab,  a  stringer  should  be  built 
at  each  side,  the  treads  spanning  between  and  acting 
as  beams.  The  stringers  are  calculated  the  same 
as  beams,  the  details  being  suited  to  resist  the  shear 
produced  at  the  various  angles. 


92 


BRAYTON  STANDARDS 


BRAYTON  STANDARDS  93 

Adhesion  of  Concrete  to  Rods. 


Tests  show  that  plain  rods  imbedded  in  con 
crete  will  develop  an  ultimate  adhesion  of  something 
over  200  pounds  per  square  inch.  It  is  considered 
in  good  practice  that  50  pounds  per  square  inch  is 
safe.  In  case  the  rods  should  be  imbedded  with  a 
hook  on  the  end  or  in  a  curved  form,  because  of 
the  increased  friction,  far  more  than  50  pounds  to 
the  square  inch  would  be  developed.  In  the  case 
of  heavy  rods  imbedded  as  tension  members,  care 
should  be  taken  that  a  sufficient  length  of  bar  is 
imbedded  in  the  concrete  to  develop  the  strength 
of  the  rod  itself  at  the  strain  for  which  it  is  calcu- 
lated. 

The  table  on  page  94  indicates  the  length  of 
rods  of  various  diameters  imbedded  in  concrete,  so 
that  when  the  adhesion  equals  50  pounds  per  square 
inch  of  surface,  the  strength  of  the  rod  will  be  fully 
developed,  the  fibre  strains  being  calculated  at  16,000 
pounds,  20,000  pounds  and  24,000  pounds  per 
square  inch. 


94 


BRAYTON  STANDARDS 


Adhesion  of  Concrete  to  Rods. 


UtLQuiacD  LTLNC.TH  --  5TR&io,MTl2oD5 
1MDLDDLD  ro  DLVLLOP  rib^LOm/\lM5 
Q1VE.N-  ADHESION  WLlNCf    5OVOQMH- 

MBRE.   5TRAU 
IN  &.OD3 

iGooo 

»ox/ 
Zoooo 

^a" 
2.4  ooo 

0 
Q 
C 

C^ 

Q 
2 

D 
0 

cy 

0 

D2 

d 
h 

uJ 

2 

< 

0 

A 

l'-a" 

z^r 

E'-  6" 

t 

tf-jT 

z'-  e>u 

3-z" 

d 

E-^ 

3  -  ^" 

3-  9" 

I'' 
g 

Z-  II" 

3-  a" 

4-5" 

(    " 

z 

3'-4-" 

-41-  z" 

S-  o" 

9" 
1C* 

3-  9" 

4'-©" 

5^'' 

5" 
fi> 

4--  2" 

5'-  3" 

C.'-3* 

4 

5'-o- 

£-3" 

T-4" 

7  " 
a 

5-)o" 

-7-4" 

£>'-9" 

1" 

G-a" 

e-V 

lo'-^' 

li' 

1-6" 

9-^'y 

n-  s" 

U" 

e-V 

lo-S"" 

JZ-4- 

il" 

s'-z7' 

ti" 

Jc'-o" 

11" 

lo  ^!c" 

aw 

I!'-  8" 

is 

ltT-41 

z" 

13-^" 

BRAYTON  STANDARDS  95 

Lumber  for  Forms. 


On  page  101  is  given  a  method  of  building  forms 
which  are  entirely  collapsible,  and  which  have  been 
used  extensively  in  the  construction  of  buildings. 
This  method  of  construction  has  proved  extremely 
satisfactory  because  of  its  economy.  The  use  of 
the  2"  solid  plank  may  seem  superfluous  but  in  the 
end  it  is  the  cheapest  way,  because  the  2"  plank 
will  hold  its  position  without  being  nailed,  where  a 
fa"  board  would  warp  or  would  be  broken  by  the 
handling  of  the  material  on  top  of  it.  Furthermore, 
heavy  forms  will  have  more  salvage  in  them  than 
light  ones,  coming  out  almost  without  damage. 
Forms  should  be  figured  to  be  used  from  two  to 
four  times,  depending  upon  the  size  of  the  building. 
Usually  if  time  permits,  it  is  possible  to  use  the 
forms  three  times  in  a  9-story  building.  Weather 
being  suitable,  forms  may  be  removed  in  20  days. 

Setting  of  concrete  may  be  hastened  by  heat 
supplied  by  radiators,  or  preferably  by  a  fan  system. 

The  general  system  of  forming  is  that  the  joists 
are  supported  upon  the  beams  by  means  of  a  loose 
piece  of  4  x  4,  which  may  be  removed,  thus  remov- 
ing the  entire  support  of  the  joists,  which  are  not 
nailed  in  place,  and  they  may  be  immediately  taken 
down,  together  with  the  2"  plank  used  for  the  slab. 
After  the  removal  of  the  joists  and  the  slab,  the 
forms  for  the  beams  are  removed  by  opening  them 
away  from  the  beam,  the  sides  swinging  on  the  bolts 
which  act  as  hinges  at  the  lower  ends  of  the  battens. 

Column  forms  are  built  entirely  of  2"  stuff 
having  each  side  held  together  by  battens.  Binders 
for  the  column  forms  consist  of  4  x  4  pine  slotted 
at  the  ends  to  receive  /^"  bolts  having  malleable 
cast  washers.  It  will  be  noticed  that  the  beam 


96  BRAYTON  STANDARDS 

supporting  the  joists  is  slightly    different  from  the 
beam  parallel  to  the  joists. 

The  table  on  page  102  indicates  the  board 
measure  to  be  used  for  slabs,  beams  and  columns, 
slabs  being  given  per  square  foot,  beams  of  the  two 
types  being  given  per  lineal  foot,  and  columns  being 
given  by  the  lineal  foot.  The  sizes  of  the  beams 
below  the  slab  are  noted  in  inches  together  with 
the  number  of  feet  board  measure  required  to  build 
the  forms.  Columns  for  various  sizes  are  given  to- 
gether with  the  board  measure  required  to  build  the 
forms,  the  forms  including  all  battens,  binders,  etc. 
Beams  and  columns  of  other  sizes  than  those  given 
may  be  determined  by  interpolation.  All  struts 
supporting  the  beams  are  included  in  the  board 
measure  here  given. 


BRAYTON  STANDARDS 


97 


98 


BRAYTON  STANDARDS 


Lumber  for  Forms. 


T2LQUIT2E.D  T 
BEAM3S  COLUMNS- ACCORDING  Toj)LTA I L 


-  PELU 
Jo 


PE.R  LINLAL  roar 


!NCLUDiNC7 


FOE.E>E-AK   E>tL-OW  SLAB     !o"*15' 


b/\ATE5TaiAI_'RE.QUlfcf-D    Z\  &.M.*    Z^-B.JA    21&xC 


LAMS    PA"g/\LL.fLU  TO  JOISTS  ^^ 


DtLOW  ^>LAD     lo*  is' 


COLUMN!)    Pn^  LINLAL  TOOT 

INCLUDiMC,   B^ 


15  e>. 


2.1  e>.^* 


2A  -  24*| 


BRAYTON  STANDARDS  99 

Proportions  of  Materials  in  Concrete. 


The  tables  from  pages  100  to  103  are  taken 
from  experiments  made  at  the  University  of  Cornell, 
and  it  has  been  found  by  experience  that  the  pro- 
portions of  the  various  materials  required  to  make 
one  cubic  yard  of  concrete  agree  fairly  well  with  the 
quantities  given  in  these  tables.  They  are  not  given 
as  being  absolutely  correct,  but  as  the  best  available 
information  on  the  subject  and  entirely  satisfactory 
for  estimating  purposes.  For  use  in  reinforced  con- 
crete the  table  for  gravel,  given  upon  page  100,  and 
the  one  with  the  hazelnut  stone,  upon  page  101, 
should  be  used.  Stone  of  2"  size  is  rarely  used  in 
reinforced  concrete. 

There  should  be  an  abundance  of  water  mixed 
with  the  concrete  used  for  reinforcement,  as  it  gives 
a  tougher  mixture  when  fully  set  and  is  more  econ- 
omical in  placing;  it  comes  in  closer  contact  with 
the  steel  and  the  cement  is  more  likely  to  thoroughly 
coat  every  surface  than  where  the  concrete  is  so  dry 
as  to  require  tamping. 

For  reinforced  concrete  work  in  which  the  ex- 
treme fibre  in  bending  is  strained  to  500  pounds 
per  square  inch  or  direct  compression  is  figured  at 
350  pounds  per  square  inch  as  in  these  tables  the 
proportions  of  one  part  of  cement,  to  two  parts  of 
sand,  to  four  parts  of  hazelnuf  stone  or  gravel  are 
recommended. 


100 


BRAYTON  STANDARDS 


Gravel  Concrete. 


AMOUNTS   or  CJLMHNT-  3&ND  *-OTONCL 
"REiauip-EiD  F°*-  CONCR.ELTH  Mix.Tui2.E.^ 

CONCT2E.TE.     U/ITH    d^AVCLL.    jfc"   AND   UMDE-CL 

T^FPOPORTJ  ON.S 

T^C-dUlTeEX)    TOTC.    1    CO 

3ic  VAT&P- 

JtMCNT 

SAND  ICJRAVEL 

Ct^tMT 

&.Bt_i> 

^>AMD 
Cu  YOS 

C   R.AVt\- 

C.  c»  f  O  f» 

1 

.  o 

.  o 

.  o 

.  0 

Z..S 

3.0 
3.S 

-4-.  o 

2..  (  o 
.  e>£> 
.T   1 
5  S 

o,  3  -a. 
o.  z& 

o.  -2.<i» 
o   2.4 

0  .   &  0 

o   e><*> 

0  .   &    \ 

o.  34 

.5 
.S 
.5 

.5 
.  5 

3   o 
35 
"V.  o 
-4-.S 
5.0 

.  T   I 
.  ST 
.  A<* 
.  34- 
.  ^4 

0.3d 
o.  3£» 

o.  3a 

o.3t 
o.  -X.& 

0.  T  a 
0.   d3 
0-   dd 
0-    S     1 

o     34 

Z.o 
Z.o 
7L  o 
Z..O 
2.  0 

3.S 
4-.  o 
-4-  ^ 
5-0 
<£,.  o 

.4-4. 
.  34- 
.  2.G* 
.  1  T 
o2> 

0.44 
o.  4    I 
o    3fi» 
0.   3  <2? 
0.  3    I 

o.  T  T 

0.  o    \ 

o.  B&> 

o.  a  3 

o.  S4 

Z  S 
2..S 

2.  e 

2.   5 

z.s 

Z.  5 

A  .0 
AS 
3.& 
3.S 
61.0 

7.  o 

.  Z-4- 

.    I  &> 
.    1  0 
o3 
o.9d 

o  se> 

0.  4-  T 
0.44 
0.42. 
0-39 
0.    3"T 
0-    33 

o.    T  S 

0.     fl  0 

o63 
o.  S4> 
o.   &9 
0.   9  3 

3.o 
3.0 
C>  o 
VO 
3.  o 
3.o 
5  o 

5.o 
5.  S 
G.o 
6-S 
To 
l.S 
S.o 

i   o  -a 
o  S-T 

0.9  -.z 

0.0» 

o.S4 
o.  8>o 
o.  -?£, 

0   4  T 
0.  44 
0.   4  2. 
e.4o 
o.  3<3 
0     3T 
o.   351 

o.   f  8 
o.  e  1 
o.   ^4 

o.  a  T 
o.  a«> 

o.  9    I 
0,   9   3 

3.5 
3.S 
3.S 
3.5 
3.S 
3.5 
3.S 

G>  o 

<i.S 
T-o 
-7.S 

a  o 
a.s 

Q.o 

o  »8 
0.  S3 
O.  S  0 

o.  T6, 
o.T3 
o.  1  1 

o.<ie 

o-  4G 

0.   4-4 

o.  43 
o.  4  ( 
o.    i9 
o.  3& 

0.  5C, 

o«   B  o 
o.   S  Z 

o-  a  s 
o,  at 
oo9 
o.    3  » 
0     3  Z 

A.o 

A  o 

4     0 

4.0 

4.0 

4.0 

4-.o 

T.O 
T  5 

a.o 

8  S 
9  o 
&  5 

\  0.0 

o.T  T 
0.  I  3 
0-T   1 
o    G8 
o.  6s 
0.  t3 
o.  6  [ 

o.  41 
o    44 
o.  4-  S 
0.  4  Z 
0-40 
o     3© 
0     31 

0-    &  1 

o-  ea 

0-    &  G» 
0-66 

o-  e>9 

o-  3   I 

0.93 

So 

5  o 

to.  o 

1^.0 

0    51 
05  1 

0-4  3 
©  ,30 

o  a  *f 
o  e>-2. 

d>.o 

&    0 

t-z.  o 
l^-.o 

o  4fi> 
o  4-3 

o.44 
04-0 

o    e  © 
o.  S  2. 

1    0 
1    0 

14-0 

IG,  o 

O   ^7. 

o.36 

o.44 
O  4  O 

0     S<9 
0.  ©2L. 

BRAYTON  STANDARDS 


101 


Hazelnut  Stone  Concrete. 


ANAOUNT^  or   CELMHNTOAND*OTONH 

12C-OU  1  Rt-D  Tots-  CONCT2E.TJL  MlKTU^E-5  * 

jCorsCRETE.     WITI-I    "MA2LE.l_NUT"      i>TOME-- 

PeoPosLT.o 

>   TO*.  1  co  Bi 

S  YASLD 

,c 

.0 
.0 

.  0 

^    0 

2..S 

3.5 

2-57 

z.  zs> 

!.  B4- 

o.  39 
0-  35- 
0.   3  1 
0.   7,6) 

C.O  .  f  OS 

0.7  B 
0.86 
0  .  94- 

.  5 
.  S 
.  5 
.5 
S 

•i.s 

3.0 

3.  e 

•4-.  0 

Z.oS 
1.63 
.11. 

.  57 
•  43 

o.  4-7 
O.  4-2. 
0.  39 

O.  ^» 

0.7ft 

o  *'9£» 
0.  SB 

2.  0 
Z  0 
Z  0 

^  o 

3.o 
3-5 
4.o 

4-.  5   ! 
5.0 

.  7o 
.  57 

.  3<i 

O.   52. 

o.  44- 
0.4-2- 
o.  39 

0.  77 
o.  S3 
o.  »9 
0    93 
0.  97 

z  5 

Z  5 
E  S 

z.s 

2,  5 

35 

.4-.  0 

S.o 

&.0 

.45 
•  35 
.  X7 
.   1  9 
.    1  .3 

o  .  55 
o.  52. 

o  .  ^V  & 
o*4^ 
0.43 
0.4  I 

o.  77 
0.  82- 

o.e»7 

0,94 

3o 
3.0 
3o 
S.o 
3  o 
3  o 

3.0 

^-.0 

5-0 

s*.s 

G.o 
fe-5 

.'  M 

'.  ol 
0.96, 
0.9  I 

o.  se 

O.   54- 
0,    SI 

o.4& 
0.44- 

0.42. 

0.77 
o.  &  ( 
O.B5 

o.ee 

0*.95 

o.97 

3.5 
3.5 
3.5 
3.  S 
3.5 

L35 

5-0 
3-5 
(i.o 
6,  S 

7.5 
S.o 

.05 

.  0  0 

o.+S 

0.  92. 

o-  56» 
o.  52» 
0  .  So 
0.49 
0.47 
0  .45 
0.42. 

o.  80 
0.&4- 

0.9  \ 
0.93 

0*37 

4  o 
4.0 
4.0 
4.0 

4.0 
A-  o 

Go 

7.0 

6o 
8.S 

0.90 
0.67 

O.  00 
0.77 

0-7  1 

0  .  55 

o  .  ss 

0.  £  \ 
O  .  4-9 

0.47 
0.45 
O  .43 

0.&7. 

0.85 
0-69 
0.9  i 

0.93 
0.9S 
0.97 

S.o 
S.o 

S>  o 

10.  O 

o.  G"2. 

o  .  So 

O  -4-7 

o  .9o 
0.95 

6>.o 

\\.o 
17..  o 

o.  55 
0-52- 

0  ,  SI 
o  -46 

o    93 
o.  95 

7.o 

13.0 

0.-4-5 

0  •  So 
0.4-S 

2:U 

102 


BRAYTON  STANDARDS 


Graded  Stone  Concrete. 


AMOUNTS    or  CE.MCNT-OAND  ^OTONE. 

CO  NC'TS.n.T'CL-   WITH     -STONE-    "2.^"  ^M0    OHDELTS- 

O/S^> 

•Eg.gui^e.1 

%c  T^r> 

o 
.  o 

.  0 
0 

2..0 

3.o 
3.  S 

2.-  2>4- 
2.-  1  0 
J.  8S 

0.4-0 
o.  3>  <5> 
o.  32. 
o.  X9 

o.  60 

o  .  e  e 

I    .    0  0 

.  5 
•  5 
•5 
.5 

.  5 

25 
3-0 
3-  S 

4-.  o 

4-.  5 

Z.  ojD 
J.  9  0 

.  C*  \ 

o  .  4-  © 

o.43 
o.  4o 
o.  31 
O  .  "3  13 

o.  So 
0.  ftl 
o.    S  3 
o.  9  S 

1.00 

Z.o 
20 
2.0 
2.-0 
2.  o 

3-5 
.4.  o 
4-.S 

•  7  3 
.4  S 

0.    5  2. 

o.  4-5 
o  .  -4-  Z 
0.   39 

o.  19 
o-  s  S 
O  •  90 
0  .    ^J? 

o.   9B 

z.s 
z.s 
z.s 

z.s 
2:  s 

3.S 
4-.  o 
4-5 
S.o 
S.5 

i  3© 
•  "2-3 

.   Z( 
.    !  S 

0.  SC. 

o  .  S  3 
0.4-9 
0  .  .4  & 

o  ,  ^.4 
o.  4  1 

o.  IS 

o  .  sA 
o.  e>& 
o.  3  z 

3.o 
3-0 
3.o 
3.0 
3.0 
3-0 

4.  S 
S.o 

s.s 

4.5 

I.o 

.  7.3 

!  v5 

.  o  Z 

o  .  ^  S 
o.  9Z- 

o.  sa 

o.   55 
o.   5Z, 
o  •  4  *3 
o.  A  T 
o.  44- 
o.  42- 

o.  i  s 

O  .   &  Z- 

o.  ai 

0.   go 
o.  3  3 

0.'   9  e> 

3.S 
3.5 
3.5 
2>.S 

3.S 

S.o 

5-5 

6.0 

T*S 

.01 

.  oZ 
o.9o 

o.  as 

o.  66» 

o.  51 
o.   54- 
o.   5  I 
o.  43 
o.  41 
o.  4-5 

<=>.  SZL 
o.  fi>5 

o.  es 

0  .  9  Z. 

0.  9S 
o  .  S  fi> 

A.o 
4.0 

C..S 
1-0 

T-5 

as 

o.  ae 

0.  O4- 

o.  a  i 

0.   -\Ca 

o  .    5  <• 

o.  53 
o.  S  \ 
o-  5o 
o  .  4  S 
O.  4-£» 

o.  A4- 

«•  ei 

o.  ^o 
o.   9  "3 
0.  3S 
o.  9  6 

5.0 
S.o 

9.0 

lo.o 

o  .  GT 
o    43 

0.52. 

0,93 
O-  S  £> 

fc'.O 

M.  o 

o!54- 

S:5S 

o.  2>^}- 

1.0 
1.0 

13.o 

l'.*l 

o.5l 

0.  SS 

BRAYTON  STANDARDS 


103 


Two  and  One-half  Inch  Stone  Concrete, 


AMOUNTS  or  CLMELNT  -^AND^OTONIL- 

CoNCR-tiTE-    WITH     D~T~OME_    2-4." 

PR.OPO  E.-TIOM£> 

J2.E_QUISZ.E-D    Fe>l*   1   <^OE>10   ^Av-Eir) 

aMeN,|5ANO  I5TONC. 

C£^£^-r 

SA-O 

S-ro^r- 

I 

1  0 
1  0 

!  .  o 

Z  o 
2.   S 
3-  o 

z  -1  ' 

o.  4-  | 
0-  31 
0     33 

0.83 
0    ^Z. 

I  5 
15 

1.5 

~2-S 
3-  S 

Z.  1  G 

|.  C.-* 

0.4-  1 
o     3S 

0-89 
|  .  oo 

7.0 
Z.  o 
2.-0 
2.0 

3    0 
3.5 

1 

I  •  IS 

1  .'  53 
I  .43 

o.   S4 
o  .  50 

0-  4T 
O.  <4-2> 

o.Sl 
o.  fi>Q 
.  O  .  **)  3 

o.  ^e> 

2..  5 
2.5 
Z  5 
2.5 

Z-5 

3.S 

-4-.S 

s.s 

1.  5  1 
».  33 
l!   16 

0.  5S 
0  .  54 
0.  5"  I 
o  .  4& 

0.  4-4 

o.e! 
O.  £>T 

o.  96, 
0.99 

30 
30 
3-0 
3-0 
3.0 

4.S 
S.o 

s.s 

l.'«4 

i-il 
I.  1  1       . 

I  .  oC, 

o.  <£»o 
0.    5f 
0.   54 

o.   SI 
o  .-48 

o.  do 

o  •  oS" 
o.  e»°> 

0.91 

3.S 
3-5 
3.  S 
3.S 

s.s 

TO 

1  .  061 

1.  00 
O  .  C)Ca 

o.   S3 
o.   SO. 
o  .  S3 
o.  SI 
0,49 

«9S 
O    9s 

4.0 
4-o 

*X.o 
T.S 

0-95 

oiai 

0.84 

0  .  58 
o.  sS 
o-    S3 
0-  SI 
o  .49 

0.81 
o  90 
o  93 

o  38 

S.o 
S.o 

«.  0 

o'A* 

o  -  51 
0  .  S3 

o.9T 
o-  ^G 

&>.<=> 

1  0.0 

o.  GS 

o  .  sd 

0  -  5<^» 

O  -  ft  Q 

To 

1-0 

U.  o 

IZ-  o 

o.  S4 
0-S2- 

o  -St 
o  •  SS 

o  .  o^  1 

Shop  Details. 


The  following  pages  illustrate  the  *  types''  of 
rods  used  in  "The  Uniform  Design"  and  show  how, 
by  combination  of  these  "types,"  all  ordinary  slabs 
and  beams  are  reinforced. 

If  detailers  will  make  it  a  practice  to  use  the 
notation  here  given  for  the  various  forms  of  rods, 
it  will  be  of  great  assistance  to  workmen  and  to 
others  familiar  with  standard  construction. 

Where  beams  of  such  a  nature  are  to  be  de- 
signed, that  rods  of  a  special  type  must  be  used,  the 
latter  must  be  special  and  be  marked  with  a  designat- 
ing letter  "S,"  as  shown  in  some  of  the  details  follow- 
ing. 

In  preparing  rods  for  the  structure  they  should 
be  tied  in  bundles  of  convenient  size  to  handle  with 
the  apparatus  at  hand.  Each  bundle  should  con- 
tain only  beams  of  one  "type"  and  should  be  prop- 
erly labeled  for  identification.  For  convenience  in 
erection  the  number  of  rods  in  one  bundle  should 
be  for  one  floor  only,  for  no  broken  bundles  should 
await  erection. 

Bending  of  rods  can  almost  always  be  done  cold 
and  it  will  be  found  far  more  economical  than 
blacksmith  work. 

The  first  requirement  for  detailing  is  a  framing 
plan  showing  the  exact  location  of  all  columns  and 
beams  by  means  of  figured  dimensions.  Beams 
should  always  be  represented  by  means  of  a  center 
line,  and  not  by  two  lines,  and  dimensions  should 
be  to  this  center  line. 


BRAYTON  STANDARDS  105 

The  primary  object  in  a  framing  plan  is  to 
locate  the  various  beams  by  their  "marks."  Each 
beam  should  receive  a  number,  similar  beams  being 
marked  with  similar  numbers. 

In  detailing,  the  "mark"  is  given  for  each  beam 
and  the  number  of  beams  of  this  "mark"  is  indicated 
for  each  floor,  or  for  the  entire  building  as  the  de- 
signer desires.  This  is  most  conveniently  done  by 
the  use  of  a  rubber  stamp.  A  second  stamp  pro- 
perly filled  out  should  indicate  the  "types"  ^nd 
number  of  rods,  and  diameter  and  length  of  each 
required  to  make  one  beam.  The  total  bill  of  rods 
giving  sizes  and  lengths  for  the  entire  building 
should  be  made  from  these  details. 


106 


BRAYTON  STANDARDS 


o 

c* 


(O 


BRAYTON  STANDARDS 


107 


o 
C* 


c 

<0 

to 


7 


108 


BRAYTON  STANDARDS 


<0 
r 


vO 

*j 


Q 
"0 

u 


-1 

ft 

VJ 


J 


O 


1- 


(J- 

fi 


Id 

-^^7" 


BRAYTON  STANDARD 


109 


c. 
o 


Jf) 
*c 


Q. 
O 


110 


BRAYTON  STANDARDS 


•o 

c 

</) 

E 


j/2 
"^ 

s 

o 

o. 
o 

j= 


IP 

"c  N 

i$ 

4? 

m  tf 

i« 

U    y   < 

u4 

r  | 

t 

5  ? 

^ 

*  fc 

«.> 


a^ 


( 

< 

* 

c 
c 

•"• 

CD  IQ    CD 

S*    m 
^3  3J 


Us 


-o 
§' 


CD    0) 
Q. 

CD 


CD 


•* 

J 

i- 

la 

wo 
mo 

Ol 

M 

CO 

H  30 

O  m 


O 

33 
O 

C 


so 


m 


0149! 


\ 


